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Home My WebLink AboutzR-3894setY m w a O Z oi c N LEGAL DESCRIPTION: (PER STEWART TITLE GUARANTY COMPANY ALTA COMMITMENT ORDER NO. 01148-24833 DATED AUGUST 7, 2014 AT 8:OOAM) PARCEL A: THAT PORTION OF GOVERNMENT LOT 1 IN SECTION 8, TOWNSHIP 23 NORTH, RANGE 5 EAST, W. M., IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: () BEGINNING AT THE NORTHEAST CORNER OF GOVERNMENT LOT 1, SAID POINT BEING THE NORTHWEST CORNER OF THE NORTHEAST QUARTER OF SAID SECTION 8; THENCE WESTERLY ALONG THE NORTH LINE OF SAID LOT 1, A DISTANCE OF 758 FEET, MORE OR LESS, TO A POINT 100 FEET DISTANT EASTERLY FROM, MEASURED AT RIGHT ANGLES TO, THE CENTER LINE OF PACIFIC COAST RAILROAD COMPANY'S LAKE WASHINGTON BRANCH; J THENCE SOUTHEASTERLY ALONG A LINE PARALLEL WITH AND 100 FEET DISTANT FROM, Q W MEASURED AT RIGHT ANGLES TO, THE CENTER LINE OF SAID RAILROAD, A DISTANCE OF 221 Z > FEET, MORE OR LESS, TO A POINT DISTANT 200 FEET SOUTHERLY FROM, MEASURED AT O a: Q RIGHT ANGLES TO, THE NORTH LINE OF SAID LOT 1; 11- CV THENCE EASTERLY ALONG A LINE PARALLEL WITH, AND 200 FEET DISTANT FROM, MEASURED o Q Lo AT RIGHT ANGLES TO, THE NORTH LINE OF SAID LOT 1, TO THE EAST LINE OF SAID Z IIm N GOVERNMENT LOT 1; THENCE NORTH ALONG SAID EAST LINE TO THE POINT OF BEGINNING; WO LL x EXCEPT PORTION THEREOF LYING EASTERLY OF STATE ROAD NO. 405; 11- AND EXCEPT THOSE PORTIONS AND INTERESTS CONVEYED TO THE STATE OF WASHINGTON BY Z Z DEEDS RECORDED UNDER RECORDING NUMBERS 4762273 AND 6189556. C to O 'n Lo Z Q PARCEL B: Lo cr M J TRACTS 312, 313, 314 AND 315, OF C. D. HILLMAN'S LAKE WASHINGTON GARDEN OF EDEN J ADDITION TO SEATTLE DIVISION NO. 5, ACCORDING TO THE PLAT THEREOF RECORDED IN m Q VOLUME 11 o Q OF PLATS, PAGE(S) 83, RECORDS OF KING COUNTY, WASHINGTON; W EXCEPT THE NORTHERLY 235 FEET THEREOF; r EXCEPT THE WESTERLY 60 FEET OF SAID TRACT 312 CONVEYED TO KING COUNTY FOR ROAD BY DEED RECORDED UNDER RECORDING NO. 1035005; EXCEPT THAT PORTION CONVEYED TO THE STATE OF WASHINGTON BY DEED RECORDED UNDER RECORDING NO. 4660014; AND EXCEPT THOSE PORTIONS THEREOF CONDEMNED BY THE STATE OF WASHINGTON UNDER DECREE ENTERED JUNE 24, 1966 IN KING COUNTY SUPERIOR COURT CAUSE NO. 656276. Q BASIS OF BEARINGS: (NAD 83 91 NORTH 89'33'18" WEST, AS MEASURED BETWEEN CITY OF RENTON HORIZONTAL CONTROL MONUMENT NO'S 57 AND 71. VERTICAL DATUM: NAVD 88 a a 0 N 7 VERTICAL BENCHMARK: w F-1 � CITY OF RENTON VERTICAL CONTROL MONUMENT N0. 57, BEING A FOUND CONCRETE a O 0 p MONUMENT IN CASE WITH A 3" BRASS DISK & "X", DN. 0.50' AT INTERSECTION OF NE 12TH STREET AND EDMONDS AVENUE NE ELEV.=326.43 US FEET W o_ F--1 DATES OF SURVEY: �Ny FIELD SURVEY BY BARGHAUSEN CONSULTING ENGINEERS INC. CONDUCTED IN AUGUST 2014. w c ALL MONUMENTS SHOWN AS FOUND WERE VISITED AT THAT TIME. v EAST LN. PSE EASEMENT Q TAX ACCOUNT NUMBERS: REC. NO. 200610060018137 I m A.P.N. 082305-9056-04 AND 334450-0006-02 CL ADDRESS: �I c 1200 LAKE WASHINGTON BLVD. NORTH (0006) 900 HOUSER WAY N (9056) FLOOD ZONE: SEE SHEET C8 FOR ROAD FIRM 53033C0664 F, REVISED MAY 16, 1995 ZONE "X" (AREA DETERMINED TO BE OUTSIDE 500-YEAR FLOODPLAIN) IMPROVEMENT PLAN AND PROFILE GROSS LAND AREA: I o Zz 125,863t SF (2.89t AC.) a Q / LiZ ZONING CLASSIFICATION: >Fx URBAN CENTER NORTH 2 (UC-N2) CALC'D M.C. / MIN. FRONT SETBACK 0' MAX. FRONT SETBACK 5' N8833'45"W 121.85' 68.8 ' MIN. SIDE SETBACK ALONG STREET 0' w UCD x MAX. SIDE SETBACK ALONG STREET 5' Z MIN/MAX REAR SETBACK 0 a z o / Z N Z o MAX. BUILDING HEIGHT: J 0 " 10 STORIES ALONG PRIMARY & SECONDARY ARTERIALS o Z w 6 STORIES ALONG RESIDENTIAL & MINOR COLLECTORS FND. 6" CONC. MONUMENT W/ 3" BRASSIE & PUNCH 4 LOT COVERAGE FOR BUILDING: 90% TOTAL AREA MARKED "PSPL ELEV. = 28.70 PROP. COR." N (MEASURED ELEVATION = 31.80') (VISITED ON 8/24/2014) N /L ENGINEER/SURVEYORS BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVENUE SOUTH KENT, WA. 98032 (425) 251-6222 }w w w z Z o w Y w O CONTACT: ALI SADR P.E. � cn a w a CONTACT: DENNIS SALTYS (SURVEY) ARCHITECT a a a Q JENSEN FEY ARCHITECTURE & PLANNING 7730 LEARY WAY N.E. REDMOND, WA 98052 rn 00 w (425) 216-0318 0 0 DEVELOPER OWNER / 00 WESTERN INTERNATIONAL N N m 13647 MONTFORT DRIVE DALLAS, TX. 75240 CALL BEFORE YOU DIG: 1-800-424-5555 COVER SHEET PORTION OF THE NE1/4, OF THE NW1/4 OF SEC. 8, AND THE SE1/4, OF THE SW1/4 OF SEC. 5 TWP. 23 N., RGE 5 EAST, W. M. 0 20 40 80 KING COUNTY STATE OF WASHINGTON I k\\\\\\q RECORD DRA WING I /� FND. CONC. MONUMENT W/ 1 1/2" BRASSIE ® CL LK. WASHINGTON BLVD. AvE ' VISITED ON 3-27-00 AS -BUILT "CERTIFY THAT THE INFORMATION SHOWN HEREON WHICH WAS AS -BUILT BY BARGHAUSEN CONSULTING ENGINEERS, AND MAY INCLUDE LOCATIONS, ELEVATIONS, DEPTHS, PIPE SIZES, AND AS -BUILT COMMENTS, ACCURATELY REFLECTS EXISTING FIELD CONDITIONS AS DETERMINED BY ME (ALI SADR) OR UNDER MY z DIRECT SUPERVISION ON THIS DATE: 07-26-2019." LAKE WASHINGTON J SIGNATURE: --1 c C1 C r o �P SITE 1-405 NTS RGAN �`� 0 . PPRK OR C. D. HILLMAN'S LAKE WASHINGTON N E �J 1e GARDEN OF EDEN ADDITION TO SEATTLE DIVISION N0.5 VICINITY MAP I-405 CONSTRUCTION SEQUENCE: j I - 1. ATTEND PRECONSTRUCTION MEETING WITH CITY OF RENTON. TAX LOT #334450- 07 j III 2. PROVIDE CATCH BASIN PROTECTION FOR ALL NEW/EX. CATCH BASINS AS III SHOWN ON THE APPROVED PLANS. \ \ 6'i I - 3. REMOVE ALL EXISTING ITEMS IN DEMOLITION PLAN AS SHOWN ON THE 2II 112 •00' APPROVED PLANS. s 1 I 4. INSTALL EROSION CONTROL MEASURES AS SHOWN ON THE APPROVED PLANS. 5. INSTALL NEW UTILITIES. �� r',' ^: • :' I ! I I I l I 1 6. CONSTRUCT NEW BUILDING AND PARKING STRUCTURE. - 7. INSTALL NEW CURBING AND LANDSCAPE ISLANDS. 1 0�3 8. COMPLETE \ \ N \ FINAL GRADING AND PAVING. ,, •:��•• E �1 y � N = 1 r - �'I' �.•' �' �M 9. CLEAN NEW AND EXISTING STORM DRAINAGE STRUCTURES. J O . •.. ... 3, L 1 T 10. INSTALL PARKING LOT STRIPING. ` ' '' � • \, 11. CONTRACTOR SHALL MAINTAIN TESC FACILITIES UNTIL ALL RISK OF EROSION !� ;. '.;: " ;<. .:•. ,. �:::::/.':./`'.. :.':. ':':'::. ;: `:;. I \ $ SEDIMENTATION HAS PASSED AND STORM SYSTEM IS INSTALLED AND �i "' 'z , %� ' F '.':' +' ;:; I I •' \\ FUNCTIONAL. DO NOT CONVEY SEDIMENT LADEN WATER INTO PUBLIC STORM FR17 FND. ..' ..;'., s t "HARSTA/D LS#13R3& SYSTEM. I N65'E 0.10' FROM CALC'D \ r 1 I •o •5 , : I I 1 q "> o • J tV I I `J I 0 `r 1 •b I I l 1 I l I o, N N I 1 b. u J 0 o c c o , GE TE HNI AL NOTES: » ... . / I { GEOTECHNICAL REPORT BY EARTH SOLUTION N W LLC b .:fib k. 1. v • •'i''• 'S. � // `� l I SHALL BE PART OF CONSTRUCTION DOCUMENT AND ALL / I / ». .:: �F.`� : / I� / I 1 RECOMMENDATIONS SHALL BE PART OF THE DESIGN AND I / / \ CONSTRUCTION DRAWINGS. {/+/ / / II / i � rrtt i / INDEX OF S EETS: 7 /� - Cl COVER SHEET I l �J r; .•:'y '•`..`•.- . J I /'� z C2 EXISTING CONDITIONS �j MARRIOTIT / �/ �� // / % / / / \ FND. 1 /2"REBAR & CAP RESIDENC INN :..�; /// / / /I // I / "HARSTAD LS#13731" C3 DEMOLITION PLAN FF = 42.WV �:� `'"-;Y '�/��/ / / / /lam � / / / 1 \ N80'W 0.11' FROM CALC'D � / �/ �// / / C4 TEMPORARY EROSION AND SEDIMENT CONTROL PLAN C5 GRADING AND STORM DRAINAGE PLAN LEVEL 1 L \ : C5.1 GRADING AND STORM DRAINAGE BLOW-UP PLAN i = : L /� \ �� _ // C6 GRADING AND STORM DRAINAGE PLAN LEVEL 2 �i //� \ \ X 805� / / / �� 1 \\� ``4 \� 1 \ C7 WATER AND SEWER PLAN C8 ROAD IMPROVEMENT PLAN AND PROFILE S. 1 / 4, SEC. 5 83.56 \ 408.34 � - - _ C9 CONSTRUCTION NOTES AND DETAILS \ \ \ / \ 1 . C10 CONSTRUCTION NOTES AND DETAILS \ a � O.q' �i'\\ � \ \ `- e � \\ N. W., N.W. 1/4, SEC. 8 C11 CONSTRUCTION NOTES AND DETAILS C12 CONSTRUCTION NOTES AND DETAILS \I 2 \ 1\11 �� / / �j ? \\� \�. \�.\�- - �/\ \ /�C13 CONSTRUCTION NOTES AND DETAILS / \ \ / \\ 11\ \ �/�%� � <�_ - _ IC19 SITE SECTION auh TR1 CONC. MONUMENT W/ B O CL P.C.PARK DR. FND. 4"X4" CONC. R.O.W. MONUMENT VISITED ON 4-12-00 / L1 N73'W 0.13' FROM CALC'D O -0 o L4 \ - o /� - - �r S88'51'15"E 665.46' p " L5 -Lo U'1 — L6 TAX LOT J082305-9056 0 3p99 \ N L7 FND. CONC. MONUMENT IN CASE VISITED ON 9-3-2014 LS L9 m Q N - zitz Q Z O N j w 0_ CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND REPLACING ALL SURVEY MONUMENTATION THAT MAY BE AFFECTED BY CONSTRUCTION ACTIVITY, PURSUANT TO WAC 332-120. APPLICATIONS MUST BE COMPLETED BY A REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902-1190. WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES UTILITY CONFLICT NOTE: PUBLIC LAND SURVEY OFFICE CAUTION: 1111 WASHINGTON STREET S.E. P.O. BOX 47060 THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE OLYMPIA, WASHINGTON 98504-7060 UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE ® 1-800-424-5555 AND THEN POTHOLING UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED, REMOVED, OR ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY DESTROYED SHALL BE REPLACED BY A REGISTERED LAND SURVEYOR AT THE COST AND VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE AT THE DIRECTION OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS. THE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN RESPONSIBILITY OF THE CONTRACTOR. CONSULTING ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH Z CONSTRUCTION. I FND. CONC. MONUMENT W/ BRASS NAIL O CL P.T. SUNSET BLVD./ NE PARK DR. VISITED ON 4-12-00 IN COMPLIANCE WITH CITY OF RENTON STANDARDS N LIU Pot AADR RENTON HOTEL PERMIT #U15008433 tic ENGINEER: n, z BARGHAUSEN CONSULTING ENGINEERS 24661 18215 72ND AVENUE SOUTH o�F`S'S ��1 S T E�� (425)25A-62222 NA L E (425)251-8782 FAX 07/26/2019 CONTACT: DAN BALMELLI TREE RETENTION PLAN LANDSCAPE PLAN - LEVEL 1 LANDSCAPE LEGEND, NOTES AND DETAILS _ LEVEL 1 LANDSCAPE PLANTING PLAN AND TREE PLANTER NOTES - LEVEL2 (ROOF) LANDSCAPE GREEN ROOF TRAY SYSTEM NOTES _ LEVEL 2 (ROOF) LANDSCAPE GREEN ROOF TRAY SYSTEM DETAILS LEVEL 2 (ROOF) LANDSCAPE IRRIGATION PLAN - LEVEL 1 LANDSCAPE IRRIGATION LEGEND, NOTES AND DETAILS _ LEVEL 1 LANDSCAPE IRRIGATION DETAILS - LEVEL 1 LANDSCAPE IRRIGATION PLAN, LEGEND AND NOTES - LEVEL 2 LANDSCAPE IRRIGATION NOTES AND DETAILS - LEVEL 2 (ROOF) LANDSCAPE IRRIGATION DETAILS - LEVEL 2 (ROOF) CITY OF RENTON COMMUNITY AND ECONOMIC DEVELOPMENT m > 2 COVER SHEET MARRIOTT RESIDENCE INN O DESIGNED AS to ��' i ` MB DATE 09/14/2015 FILE NO. co DRAWN G`T7NG ENG%N�� CHECKED AS SCALE FIELD BOOK PAGE_ APPROVED DIRECTOR of PUBLIC WORKS SHEET Cl OF 20 _II 0 U U) 12 n 00 rn 0 N cp (D E 0 0 I u) i W O J CO 0 N I to z 0 O u) L0 O O O Lo Lo O Z m O 7 Ill U m 16 o o a EXISTING CONDITIONS M Z m w o w 3 PORTION OF THE NE1/4, OF THE NW1/4 OF SEC. 8, AND THE SE1 F THE BASIS OF BEARINGS: (NAo 83/91) NORTH 89°33'18" WEST, AS MEASURED BETWEEN CITY OF RENTON v FND 110NUMENT" W//2' WASSIE — e a UK. WASIMNGTON BLVD.! ! SW1/4 OF SEC. 5 TWP. 23 N. RGE 5 EAST W. M. HORIZONTAL CONTROL MONUMENT NO'S 57 AND 71. VISITED ON 3-27-00 N ORGAN A°E) KING COUNTY STATE OF WASHINGTON I VERTICAL DATUM: NAVD 88 PQ,G�Y(js� ( VERTICAL BENCHMARK: m 2 MD TRAMSMER OTH ST. RECORD DRA WING CITY OF RENTON VERTICAL CONTROL MONUMENT N0. 57, BEING A FOUND y 7�! CONCRETE MONUMENT IN CASE WITH A 3" BRASS DISK & "X", DN. 0.50' AT P� '�!� 1�► �• INTERSECTION OF NE 12TH STREET AND EDMONDS AVENUE NE �It ELEV.=326.43 US FEET r'NCENGLN'e�� 0 CONTOUR INTERVAL: 2 FEET Z> I /$ DATES OF SURVEY: 1ry FIELD SURVEY BY BARGHAUSEN CONSULTING ENGINEERS, INC. CONDUCTED IN O O a / 0� AUGUST, 2014 AND SUPPLEMENTED BY FIELD SURVEY FOR AREA OF TRAIL IN N III o ✓"�� I _ FEBRUARY 2016 AND AREA OF PROPOSED DEVELOPMENT IN MARCH 2O16. U Q Ln I o °', j5 x1 I I REFERENCE SURVEYS: a \ J III _ I 1. R.O.S., VOL. 145, PG. 40, REC. NO. 20010511900012 0 20 40 80 °°� '1 2. R.O.S., BK. 127, PGS. 57-57B, REC. NO. 9901159003 W x A I O I° ry �1 \ °� \ x 1N�.11 4E I I 2 .°D• ~ 24 vi ` 15 °° ' 1 .�7 2 l I SCALE: 1'=40' 30,80 co — O I M 50. ,h 5 g9�g h° / 1 I III LEGAL DESCRIPTION. � Z 5 Q o uhgl 5o'ppp7 ° / 6 N°? 1g / \ / 1oV4 I I I I I >,° (PER STEWART TITLE GUARANTY COMPANY ALTA COMMITMENT ORDER NO. 01148-24833 DATED AUGUST 7, 2014 AT 8:OOAM) i I 1a5.s1 \ \ 1 1 W � J I ��.L45.29 ° � . wNi � \ x1ry / 1 \ \� \ \\ I PARCEL A: o Q / , / Ems/ I / \\\ \\ \ THAT PORTION OF GOVERNMENT LOT 1 IN SECTION 8, TOWNSHIP 23 NORTH, RANGE 5 EAST, W. M., IN KING COUNTY, WASHINGTON, to (0t-2 9, I f „ . ry `�„ v„°t o� °, _� x p DESCRIBED AS FOLLOWS: W '� �� L/ � k °y h 1a 1 L p p 0Vi NB`` �' -�/-«/ //// I 1�^� BEGINNING AT THE NORTHEAST CORNER OF GOVERNMENT LOT 1 SAID POINT BEING THE NORTHWEST CORNER OF THE NORTHEAST t,2 A ,, s x�/ / /� oo soya / / ld o° I i ma' \ \� \ 0 / / / / 0 °o , \ to o M QUARTER OF SAID SECTION 8; \ '�\ \ \ THENCE WESTERLY ALONG THE NORTH LINE OF SAID LOT 1, A DISTANCE OF 758 FEET, MORE OR LESS, TO A POINT 100 FEET �1� j \ DISTANT EASTERLY FROM, MEASURED AT RIGHT ANGLES TO, THE CENTER LINE OF PACIFIC COAST RAILROAD COMPANY'S LAKE N WASHINGTON BRANCH; THENCE SOUTHEASTERLY ALONG A LINE PARALLEL WITH AND 100 FEET DISTANT FROM, MEASURED AT RIGHT ANGLES TO THE so/ ° CENTER LINE OF SAID RAILROAD, A DISTANCE OF 221 FEET, MORE OR LESS, TO A POINT DISTANT 200 FEET SOUTHERLY FROM, 1` \MEASURED AT RIGHT ANGLES TO, THE NORTH LINE OF SAID LOT 1; 1 lJHENCE EASTERLY ALONG A LINE PARALLEL WITH, AND 200 FEET DISTANT FROM, MEASURED AT RIGHT ANGLES TO, THE NORTH LINE OF I I 'OF SAID LOT 1, TO THE EAST LINE OF SAID GOVERNMENT LOT 1 0 (IENCE NORTH ALONG SAID EAST LINE TO THE POINT OF BEGINNING; +, A I ry9 % / 1 h x� EXCEPT PORTION THEREOF LYING EASTERLY OF STATE ROAD NO. 405; ` I 'ry / \/ I .`� ' AD EXCEPT THOSE PORTIONS AND INTERESTS CONVEYED TO THE STATE OF WASHINGTON BY DEEDS RECORDED UNDER RECORDING Q I R owl eP uh e�•'� /'� bx� 0 I ,,x1h. P P(bH) P( ) P(OH) — N IBERS 4762273 AND 6189556. �., / tNpAEL B:Q �P(Ho—PC') / h / $�„Fw"" 1 hO. \`yryxhy // o a2 g l , - * TS 312, 313, 314 AND 315, OF C. D. HILLMAN S LAKE WASHINGTON GARDEN OF EDEN ADDITION TO SEATTLE DIVISION NO. 5, [� A-009, n L� ' -I .,h 1 I 'Y e",/ / / // / , ah/86�j �� ' / = 1 , '\ _ C�RDING TO THE PLAT THEREOF RECORDED IN VOLUME 11 R=1544.70' rl I I esewl> \ I C� / / / x �� aa� ° �' /�� ,�� L 2.1 F @.ATS, PAGE(S) 83, RECORDS OF KING COUNTY, WASHINGTON; E-1 0 , � /I � �� x I 6l � / / � /� �� xe i N r �J / - XCE`_T THE NORTHERLY 235 FEET THEREOF; M--� W CL L 166.12 N \ x �/ �r x� P %� /i / / \ E CE THE WESTERLY 60 FEET OF SAID TRACT 312 CONVEYED TO KING COUNTY FOR ROAD BY DEED RECORDED UNDER I/ R CORDING NO. 1035005; r 1 W \ r� �O a,, l \ I I I �I �� •l� �"' / / _,�a� /// Y „ x IN E EPT THAT PORTION CONVEYED TO THE STATE OF WASHINGTON BY DEED RECORDED UNDER RECORDING NO. 4660014; w a� / FWD., 1 AN EXCEPT THOSE PORTIONS THEREOF CONDEMNED BY THE STATE OF WASHINGTON UNDER DECREE ENTERED JUNE 24 1966 IN m / 51z e t I I x »>1 I� /998J/`/ NaDWx ° 1 1 \ \ \ x ` KIN COUNTY SUPERIOR COURT CAUSE N0. 656276. (1)�ry°, 11 1f fry ` x�°^ry EIHMI _ I 1 FNDIKED MOx fi CONC. MONUMENT (� 'O2 rn 'PSPL ELEV. IE 2& PUNCH8.70 PROP.CCOR.' CALC'D Y.C. / 'Y ' 2 h a: ` 'P�^ \\ \ \\ O \ \ \167, 1 ��i Lij �� NBB'33'451V 721.85' 68.85' C, 0 7 1 °p,o•. ,° .p I I ` /� \ \� - x. —96 o � S. SW ` o 1 �� x e4' a \� \ 93.58 'R �— / s/� _ _ s uu., sw T/a, SEC. s I _ Jr ?r , 8�6�C 92�_ N. w e za Q ) P(OH) P(OH) P(OH) P(OH) P(OH) P(OH)' P(OH) P((gl Ac Iry N. tfa., N.w. f/a, sec. e Z 1-� 1 1 a cal Z () Z11 h° 35�(oH> ° x ° P(0 P(Ox a1 ti 90/ — 1 a i o \ / C\ M` \ED IV UL 8 p P(OH) P(OH) P(OH) / <�n I O x _ ( ) P(OH) P(OH) P(OH) P(OH) l� IR '�� P(+9h °9P(OH P(OH x n\ \ \��\\/`/ `\/ \ \ BO®�B¢�E •�" P/� e•.. \ / 3 / '1\1 (O / x°P x` `�\�&\� \\\ \APPROX: 7RRIL—ER�QE P(OH) P(OH) P(OH) P(OH) P(OH) % I z z I� �6� _ 1e��k \ \ x �% x1•',h/ I WOO Z o o \ x'�°9 x GOO P x \ / / Z � p a I >� ,F ,` ^°`' H OH) P( ) /�) o �Z� o P ) x AD 1 H / . x / p( u kry. N x yh lh 1 ry GRAV �,.. ° I I 061 ASPHALT SIRP 1 x h Q x oy.� o o\ x p N ' I I P(OH) x G AVEL ROA LEGEND ii (NOTE: NOT ALL SYMBOLS MAY APPEAR ON THE MAP)ny x x,1� LUMINAIRE (LUM.) YARD LIGHT o C p POWER METER I x�rygh ` B Z z o o POWER POLE o �, \ 1 I / / xp 3 Q ® JUNCTION BOX (AS NOTED) N0 1 0 1 0 1< I ® TELEPHONE MANHOLE x ❑ CATCH BASIN (CB) N U) D_ STORM MANHOLE (SDMH) NI x Q Q Q ® o SANITARY SEWER MANHOLE (SSMH) x4 0 CLEANOUT (AS NOTED) ,no 0) 00 GAS METER n Ew❑O - GAS VALVE w N N x WATER VALVE (WV) so 0 0 FIRE HYDRANT(FH) / CONNECTION(FDC) (E)Ca WATER MANHOLE No\ / / x N N m ® WATER METER T N BLOW-OFF N / AIRVAC o x MONITOR WELL DIRECTIONAL ARROW No t9 SURVEY MONUMENT (AS NOTED) \ CONIIMIFS'�� / 2{" OLVERT' J.E SWw72.47 IL N�170& x/ 0'/ w x 1 Fes' Aryl'+ F i x ery J i-- x > r x TAK LOT OW305-9058 BENCHMARK SECTION CORNER (AS NOTED) — o FOUND REBAR/CAP (AS NOTED) ❑ FOUND LEAD/TACK SURVEY CONTROL STATION HANDICAP Z (�,, c3 0 °a a CONCRETE �1�7dK GRAVEL/SAND (AS NOTED)Ld ,R ASPHALT b5 cn SURVEYOR'S CERTIFICATE: 25 N Q 6 BUILDING LINE D�2 Q X CHAIN LINK FENCE TO: / 8 WOOD FENCE H / 0— BARBED WIRE FENCE THIS IS TO CERTIFY THAT THIS MAP OR PLAT AND THE SURVEY UPON WHICH IT �� pF WAS/// 0— HOGWIRE FENCE IS BASED WERE MADE BY ME OR UNDER MY DIRECTION AND CORRECTLY •' — w — WATER LINE REFLECTS THE CONDITIONS OF THIS SITE AS OF THE DATE OF THE FIELD ,Q �P o G GAS LINE SURVEY. —T(xx)— OVERHEAD/UNDERGROUND TEL. LINE 400160 —P(xx)— OVERHEAD/UNDERGROUND PWR. LINE , _SD OWEN B. HILLE, P.L.S. DATEF01 S T F STORM LINE Nq Q z Ln ' p = WASHINGTON REGISTRATION NO. 40016 ( L MO SEWER LINE w Z DATE SIGNED ----------------- I 350+74.08 1-405 19+48.52 SUNSET BLVD. N77 28 p5„E 11460.00 (RADIAL) ARad,572. 96 Arc 205. 34' Q_20° 32, 02„ FWD. CONC. MONUMENT W/ BRASS NAIL I 1 e CL P.C. SUNSET IIII NE PARK DR. — VIM ON h12-00 I � S88'51'15'E 665.46' — — — E PARK DR.) B ET Tll'�*� N, I SU$ 3,W7(Jn I " � w .>< FND. CONC. MONUMENT W/ BRASS MAIL u� A e a P.T. SUNSET BLVD./ NE PARK DR. N VISITED ON 4-12-00 a IN COMPLIANCE WITH CITY OF RENTON STANDARDS �L1 SAP �F W A S111, �� _� • cA ( Cz! 24661 /STE��G\�� Al 07/26/21 RENTON HOTEL PERMIT #U15008433 ENGINEER: BARGHAUSEN CONSULTING ENGINEERS 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251-6222 (425)251-8782 FAX CONTACT: DAN BALMELLI AS -BUILT CERTIFY THAT THE INFORMATION SHOWN HEREON WHICH WAS AS -BUILT BY BARGHAUSEN CONSULTING ENGINEERS, AND MAY INCLUDE LOCATIONS, ELEVATIONS, DEPTHS, PIPE SIZES, AND 11460.00, AS -BUILT COMMENTS, ACCURATELY REFLECTS EXISTING FIELD 5'56 E CONDITIONS AS DETERMINED BY ME (ALI SADR) OR UNDER MY (RADIAL) DIRECT SUPERVISION ON THIS DATE: 07-26-2019." SIGNATURE: a G l- �G,HA(j 7 O / V 2 2tp Q- `TIHG ENG�N�`G CITY O COMMUNITY ANDECONOMIC DEVELOPMENT EXISTING CONDITIONS MAP DESIGNED AS DATE 09/14/2015 FILE NO. DRAWN M B CHECKED AS SCALE 1 "=40' FIELD BOOKPAGE APPROVED CZ 2O DIRECTOR of PUBLIC WORKS SHEET OF 11 OJ !7 U Q ao O CV 0 ,s Q E O) O 0 3 c 0 c O U X cD Ln Ln 1-1 LI a_ 0 J 0 F— (V 1 z 0 a- O a L2 i 0 0 0 L2 LO LO O z m O W U m E w x Q W >_ O a: O FAN Z ImN LL WX z v6 crMJ J w�Q WM� T- DEMOLITION SCHEDULE O1 REMOVE EXISTING ASPHALT PAVEMENT AND DISPOSE OF OFFSITE O2 REMOVE EXISTING CONCRETE BARRICADE AND DISPOSE OF OFFSITE ORELOCATE EXISTING POWER POLE & LINES. CONTRACTOR TO COORDINATE WITH LOCAL POWER COMPANY FOR RELOCATION AND MODIFICATION TO EX. POWER POLES AND LINES. ® REMOVE EXISTING TEMPORARY FENCING AND DISPOSE OF OFFSITE O REMOVE EXISTING FENCE AND/OR GATE AND DISPOSE OF OFFSITE © REMOVE EXISTING TREE AND DISPOSE OF OFFSITE O RELOCATE EXISTING FIRE HYDRANT & ASSOCIATED LINES. ® REMOVE EXISTING CONCRETE CURB AND DISPOSE OF OFFSITE O9 REMOVE EXISTING GRAVEL AREAS AND DISPOSE OF OFFSITE EX. SSMH RIM=40.75 IE=34.27' (8" N) IE=34.17' (8" S) LINE 1 GUY POLE ASPHALT 2 GAS VALVES I �1 EAST LN. PSE EASEMENT- REC. NO. 20061006001807 EX. SSMH RIM=36.38 IE=30.62 (8" N) IE=30.52 (8" W) R.R. SIGN POWER POLE SAWCUT I /- LINE (TYP.) w w R.R. WARNING LIGHT POLE EX. SSMH RIM=35.74 Zz - Q OIE=29.38 (8" E, S) F Q ;N CALC'D M.C. 9 N88°33'45"W 1 21 -85' - - - 68.85' w c) 0 P(❑H) P(OH) P(OH) (OH) '. z Z = U � ? n Z O J O U z D , a z N FND. 6" 'PL MONUMENT W/ 3" BRASSIE & PUNCH 4 U MARKED (� ELEV. = 28.7� (H❑)d N (MEASURED ELEVATION = 31.80') (VISITED ON 8/24/2014) 0 0 }o w > N z N w Z a r 0 Y w x U O a a Q QQ a Q O 00 \ \ W 00 N N m Z O J N i Mut.ffill EX. POWER POLE) , W/LUMINAIRE O EX. CB #500118 RIM=32.00' IE=28.00' (12" SE) / u CALL BEFORE YOU DIG: r �6 1-800-424-5555 CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND REPLACING ALL SURVEY MONUMENTATION THAT MAY BE AFFECTED BY CONSTRUCTION ACTIVITY, PURSUANT TO WAC 332-120. APPLICATIONS MUST BE COMPLETED BY A REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902-1190. WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES PUBLIC LAND SURVEY OFFICE 1111 WASHINGTON STREET S.E. P.O. BOX 47060 OLYMPIA, WASHINGTON 98504-7060 UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED, REMOVED, OR DESTROYED SHALL BE REPLACED BY A REGISTERED LAND SURVEYOR, AT THE COST AND AT THE DIRECTION OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS. THE APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR. sr(' �,s1�' 1�- — oT E.) DEMOLITION PLAN �1 �VE&Z� .E AN CORD DRA WING W_ e R G w1 -30 0 15 30 60roomm I C / . I Q I00 v -p- oo ? c i TAX LOT #334450-0007 I I C�u" 61 ' I 1 \ 5 21 7 I I 12 .00 _ s � -� I 1 I I I I I 0' _ G C S \ / I �Ib IN CN 6 r) 3� W Ln (p 3 \� 00 1W7�0 I •" FONN / I\ f- s / / Lo 00 �.' II ; D I Z—,--- 11 1 / " T D L 3 3 s s h , \ 3 •fir l F r L\\\ Q a 7 PN o \ \ C � O \ E13 I I 11 \ \\ \\ S I 6 I I 1 \ \ \ \ FND. 1 /2" REBAR & CAP 74 � o I IIII 111\\ J \ I I I I I \ "HARSTAD LS#13731" — N � S s � ZZ I 11I I 1 \ 2 I S7 4 © I � 3/ ��14"" I HIGH\\CHAIN/ 6 _` / 'o Et. 1pri ER OLE O. N ; FINK FE E Lo I E 92 1 d N , ; X. 15' WI lI �X T 4 - ®-0 \ / tom— s ) I \ PkOH) ' TIL EASEME T /// �%� 5 Y� u LID `L] I JINESo\\ EX. POWER I :. • • N� /� CONCRETE I :' I I r / /� as / / // /.�� / 2ob•p0' Uffl BARRICADE�1-4 6 / �' FND. 1 /2„ REBAR & CAP TEMPORARY FENCING -_ /� Q d / 96/ / % o / /, I / / /' HARSTAD LS#13731 1 A TOP OF SLOPE ® /� / �NO� / / \// o / / / / / / \ \ N80'W 0.11 FROM CALC'D I 1\ Ah'�// I / / 9aJ / / EX. \POWER POLE I ;„,A�._: / �� l%�/� BARELY DEFINED I W L MINAIRE % �f�Il��'1 `� \ Q / \\ N , / , -OLD TRAIL GRADE I I f �fr� / 11 ;4 �a 12- COVERED IN BRUSH 5 \ 1 2 ONCRETE ALL EX '•:�;j.:�l II \ . TREES AND VEGETATION TO REMAIN 1' ARRIC SOUTH & EAST OF THIS LINE TYP. -108- \ I 1 / \ 3 , " /^! \ \ \\\ \ \ \ \ _i 96S. LN., S.W. 1 /4, SEC. 5 r' 8'51 15 E-' ': :;a \ 5"E1/sB:AQ_ � �94 92/ / /� \ I I 408.34 , 1 ALL EX. TREES Af�D \ v 6- ®® l \ y� VEGETATION TO REMAIN �� /'/_8// \ \ \ N. LN., N.W. 1/4, SEC. 8 82 -SOUTH & EAST OF THIS 06\ \ •oni / / \ 1 LINE (TYP.) \ �? (ul / �7a P(OH) P(OH) \ ° & POWER LINEO3 ) \ \ A L Q8$3 0 �� - /5� 1 / P(OH) EX. POWER POLE\ 1 I\ \ °�/ / / / \�, y CB W/ NO GRATE 8 HIGH �� X. RAVE AD ` �` �� RIM = 79.33 AINLINK TO, F IN -- ------ \ / I.E. = 75.59' 24" CMP S.E. CEQ ..j^ :.::.•o UTILITY CONFLICT NOTE: CAU11ON: FND. 4"X4" CONC. R.O.W. MONUMENT _ N73'W 0.13' FROM CALC'D ) 205.34' iffl (/ I Od=57 2.96' Ar c= // � A P =20 32 '' V FND. CONC. MONUMENT W/ BRASS NAIL — ® CL P.C. SUNSET BLVD. NE PARK DR. EX. SSMH J S E VISITED ON 4 12 00 N ------ - ---4�3 - a - - S88'S1'15"E 665.46' su, \A / / / / / �/ TAX LOT #082305-9056 CITY OF RENTON V / I '/� / •- COMMUNITY ANI7 FCONOMIC I7FVFI OPMFNT THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE ® 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN CONSULTING ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. IN COMPLIANCE WITH CITY OF RENTON STANDARDS P�1 SAID R RENTON HOTEL PERMIT #U15008433 Q�G'H W A Sys 1 0 �F W� " �Z Q� tiA ENGINEER: z BARGHAUSEN CONSULTING ENGINEERS 2 18215 72ND AVENUE SOUTH O S6 EFt��<`� KENT, WA 98032 �'G j� �� ° mac' s/0NAL E�(425)251-6222 `TZNG ENG�N�� (425)251-8782 FAX 07/26/2019 CONTACT: DAN BALMELLI I0»IU411U01VW_1► DESIGNED AS DATE 09/14/2015 FILE NO. DRAWN MID CHECKED AS SCALE FIELD BOOK PAGE_ APPROVED CV 2O DIRECTOR of PUBLIC WORKS SHEET OF I I I, U Cn m Q0 12 00 0 N Cp q) c) 0 0 I Ln In 1-1 O J cn 0 N I r7 z O F— O a / Ln In co 0 0 0 Ln Lo Lo r O z m O W U m a co w V a_ 4-% Q � o N 0� w a_ lrT 1� 11�� U ~ NwN L W In rn w Q m o rn c 140 CC a I J N w it w o cn z a w o a a Q rn 00 11 _7�, w x \\ o X 00 z 0 J N i OW.!, T.E.S.C. LEGEND DESCRIPTION FILTER FABRIC FENCE TEMPORARY CONSTRUCTION ENTRANCE FLOW ARROW TEMPORARY DRAINAGE DITCH ROCK CHECK DAM LIMITS OF CLEARING CATCH BASIN PROTECTION EX. POWER POLE EX. SSMH - RIM=40.75 IE=34.27' (8" N) IE=34.17' (8" S) CB PROTECTION (TYP.) — SEE DETAIL ON SHEET C16 GUY POLE 2 GAS VALVES EAST LN. PSE EASEMENT- REC. NO. 20061006001807 CLEARING - LIMITS (TYP.) EX. SSMH RIM=36.38 IE=30.62 (8" N) IE=30.52 (8" W) R.R. SIGNAL POWER POLE R.R. WARNING LIGHT POLE EX. SSMH RIM=35.74 IE=29.38 (8" E, S) CALC'D M.C. _ N88°33'45 "W 121.85' - 68.85 PC❑H) P(❑H) P(❑H) — (OH) END. 6" (� 'CP�PL MONUMENT W/ 3" BRASSIE & PUNCH MARKED ELEV. = 28.76H� (H❑)d (MEASURED ELEVATION = 31.80') (VISITED ON 8/24/2014) EX. POWER POLE W/LUMINAIRE CB_ PROI EX. CB #500118 RIM=32.00' IE=28.00' (12" SE) CALL BEFORE YOU DIG: 1-800-424-5555 ACTIVITY, PURSUANT TO WAC 332-120. APPLICATIONS MUST BE COMPLETED BY A REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902-1190. WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES PUBLIC LAND SURVEY OFFICE 1111 WASHINGTON STREET S.E. P.O. BOX 47060 OLYMPIA, WASHINGTON 98504-7060 UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED, REMOVED, OR DESTROYED SHALL BE REPLACED BY A REGISTERED LAND SURVEYOR, AT THE COST AND AT THE DIRECTION OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS. THE APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR. UTILITY CONFLICT NOTE: CAUTION: TEMPORARY EROSION AND SEDIMENT CONTROL PLAN THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN CONSULTING ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. CORD DRAWING / ULU I MMIL UMMUL 1 1 1 — COVERED IN BRUSH 1 1 11 5pE1/3$:AQ_ -86 �$/� P(❑M) P111H) or OWE POLE >erEX. GRAVEL ROAD TO REMAIN AND MUST BE ____CtEAR--0E—BLACKBERRY BUSHES FOR A MINIMUM OF 5' ON, EITHER SIDE OF THE ROAD. 6ti. FND. 4"X4" CONC. R.O.W. MONUMENT N73'W 0.13' FROM CALC'D 00 oco I p S88'S1 15 E 665.46, IN COMPLIANCE WITH CITY OF RENTON STANDARDS PL\ SAp� �F W A Syl A, � Q o Z . ��Fss24661 o�is10,NG��`��` NA L E 07/26/21 `-- I.E. = 72.42' �24" RCP CULVERT I.E. = 70.68' RENTON HOTEL PERMIT #U15008433 ENGINEER: BARGHAUSEN CONSULTING ENGINEERS 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251-6222 (425)251-8782 FAX CONTACT: DAN BALMELLI 1=30' 0 15 30 60 WET SEASON EROSION CONTROL REQUIREMENTS (applicable from October 1st to April 30th) 1. THE ALLOWED TIME THAT A DISTURBED AREA CAN REMAIN UNWORKED WITHOUT COVER MEASURES IS REDUCED TO TWO (2) DAYS, RATHER THAN SEVEN (7) DAYS. 2. STOCKPILES, STEEP CUT, AND FILL SLOPES ARE TO BE COVERED OR PROTECTED WITH MULCH, SOD, PLASTIC COVERING, JUTE MAT ETC. IF LEFT UNWORKED FOR MORE THAN 12 HOURS. 3. COVER MATERIALS (PLASTIC, MATTING, ETC.) SUFFICIENT TO COVER ALL DISTURBED AREAS, SHALL BE STOCKPILED AND AVAILABLE ON SITE. 4. ALL AREAS THAT ARE TO BE UNWORKED DURING THE WET SEASON SHALL BE SEEDED WITHIN ONE WEEK OF THE BEGINNING OF THE WET SEASON. SEEDED SHOULD BE COMPLETED BY SEPTEMBER 23RD. 5. MULCH IS REQUIRED TO PROTECT ALL SEEDED AREAS. 6. FIFTY LINEAR FEET OF SILT FENCE (AND THE NECESSARY STAKES) PER DISTURBED ACRE MUST BE STOCKPILED ON SITE. 7. PROPERLY INSTALLED SILT FENCING IS MANDATORY ALONG THE DOWNSLOPE OF ALL DISTURBED AREAS OF THE SITE. PERIMETER PROTECTION FILTERS RUNOFF AND REDUCES THE AMOUNT OF SEDIMENT THAT MAY LEAVE THE SITE. 8. SEDIMENT RETENTION IS REQUIRED UNLESS NO OFFSITE DISCHARGE IS ANTICIPATED FOR THE SPECIFIED DESIGN FLOW. P 9. CONSTRUCTION ROAD AND PARKING LOT STABILIZATION ARE REQUIRED FOR ALL SITES UNLESS THE SITE IS UNDERLAIN BY COARSE -GRAINED SOIL. 10. SURFACE WATER CONTROLS ARE REQUIRED UNLESS NO OFFSITE DISCHARGE IS ANTICIPATED FOR THE SPECIFIED DESIGN FLOW. 11. PHASING AND MORE CONSERVATIVE BMPS MUST BE EVALUATED FOR CONSTRUCTION ACTIVITY NEAR SURFACE WATERS. 12. ANY RUNOFF GENERATED BY DEWATERING SHALL BE TREATED THROUGH CONSTRUCTION OF A SEDIMENT TRAP WHEN THERE IS SUFFICIENT SPACE OR BY RELEASING THE WATER TO A WELL VEGETATED, GENTLY SLOPING AREA. SINCE PUMPS ARE USED FOR DEWATERING, IT MAY BE POSSIBLE TO PUMP THE SEDIMENT -LADEN WATER WELL AWAY FROM THE SURFACE WATER SO THAT VEGETATION CAN BE MORE EFFECTIVELY UTILIZED FOR TREATMENT. A STRAW BALE FILTER SHALL BE PLACED AROUND THE DISCHARGE FROM THE DEWATERING PUMP. IF THERE IS NOT SPACE FOR A SEDIMENT TRAP OR 25 FEET OF SUITABLE VEGETATION, OTHER FILTRATION METHODS SHALL BE REQUIRED. 13. THE FREQUENCY OF MAINTENANCE REVIEW SHOULD BE INCREASED FROM WEEKLY TO DAILY WHERE WARRANTED. I I I I X J Q Y m FND. 1/2 REBAR & CAP "HARSTAD LS#13731" _ N80'W 0.11' FROM CALC'D II u J Cn O Q o 408.34 O66 — P(OH) CB W/ NO GRATE RIM = 79.33' I.E. = 75.59' 24" CMP S.E. co LSD S. LN., S. W. 114, SEC. 5 11 ICD Q �N. LN., N. W. 1/4, SEC 0 P(OH) � 1 CERTIFY THAT THE INFORMATION SHOWN HEREON WHICH WAS AS -BUILT BY BARGHAUSEN CONSULTING ENGINEERS, AND MAY INCLUDE LOCATIONS, ELEVATIONS, DEPTHS, PIPE SIZES, AND AS -BUILT COMMENTS, ACCURATELY REFLECTS EXISTING FIELD CONDITIONS AS DETERMINED BY ME (ALI SADR) OR UNDER MY DIRECT SUPERVISION ON THIS DATE: 07-26-2019." SIGNATURE: C, d k)_ 1Ln Ln 1 w a- 0 J Cn 0 N I z 0 F_ a- 0 i a i rI DR /I Arc 205.34' co PARIl ' 02» �72 96 0 Rad �-200 32 / FND. CONC. MONUMENT W/ BRASS NAIL CITY OF RENTON COMMUNITY AND ECONOMIC DEVELOPMENT TEMPORARY EROSION AND SEDIMENT CONTROL PLAN MARRIOTT RESIDENCE INN DESIGNED AS DATE 09/14/2015 FILE NO. DRAWN MB CHECKED AS APPROVED DIRECTOR OF PUBLIC WORKS SCALE FIELD BOOK PAGE (_ SHEET v4 OF 20 I- Y Z 0 z w o�� w Q W >_ 0 a: 0 FAN 0 Z Im N LL WX � ZZ to O Q ��J o 0] J 1•�•Q WM� r- O NEW 8" PVC SCH. 40 ROOF DRAIN DOWNSPOUT COLLECTION LOOP PIPE BELOW PT DECK. PIPE PICKS UP ALL ROOF DRAINS. THEY COME DOWN FROM THE LOW ROOF IN MAIN BUILDING AND THE NORTH SIDE OF THE PARKING GARAGE & SOUTH SIDE AT THE TOP PARKING AREA PER RFI #7 O NEW 8" PVC SCH. 40 ROOF DRAIN DOWNSPOUT COLLECTION PIPE THAT DROPS TO BELOW GRADE AND DRAINS TO STORM SYSTEM CATCH BASIN PER RFI #7 O NEW 6" PVC SCH. 40 PERFORATED STORM VAULT FOOTING DRAIN PER RFI #5 ® NEW 6" PVC SCH. 40 PERFORATED WALL FOOTING DRAIN PIPE (ON INSIDE OF WALL WHERE WALL IS A SHORING WALL) (TYP.) PER RFI #6 O NEW 6" PVC SCH. 40 PERFORATED SIDEWALK FOOTING DRAIN PER RFI #6 RELOCATE EXISTING POWER POLE & LINES 6 � i T �oTA�E� GRADING AND STORM DRAINAGE PLAN -LEVEL 1 • NEW 5'x5' CONC. ,-�, � 's E�R/FAN E CORD DRA\KING 0 15 30 FOR HVAC F i (M / i � ,. SEE SHEET CS] FOR .. \,..k ........ C......n,� EX. SDMH RIM=43.23 IE=41.23' (12" NE) IE=32.98' (12" S, E) © CONTRACTOR TO POWER COMPANY COORDINATE WITH LOCAL FOR RELOCATION AND EX. RIM=40.75 SSMH MODIFICATION TO EX. POWER POLES AND LINES. IE=34.27' (8" N) „ 3 IE=34.17 (8 S) cc ADJUST RIM TO LF 12" CPEP SD 0 2 NEW FINISH GRADE NEW CB #3, TYPE 1 3.40� 90 W/STANDARD GRATE W (PER STD. PLAN 200.00 ON SHEET C11) RIM-41.20 41.02 36.87 (12" NE, E)IE= " , 37.07 (8" S 4� LF 12" CPEP SD 09.85% 3� 31 2.84% SEE SHEET C8 FOR ROAD Q IMPROVEMENT PLAN V) AND PROFILE DESIGN GUY POLE I w fl- I U � a 0 N 0 Q 0 2 GAS VALVES EAST LN. PSE EASEMENT REC. NO. 20061006001807 ry 01 R 1544 NEW CONC. CURB & GUTTER 1 6 v PER CITY RENTON Q 0 STDS. ON SHT. C10 EX. 12" SD CL EX. R.R. SIGNALS TO BE REMOVED w EX. POWER POLE BW 38. OQ EX. R.R. WARNING 1.77 LIGHT POLE 38.40 EX. SSMH mM RIM=35.74 IE=29.38 (8" E, S) ZZ EX. SSMH o RIM=36.38 IE=30.62 (8" N) 9 N88°33'45"W 121.85' _ IE=30.52 (8" CALC'D M.C. J P(OH) P(❑H) P(❑H) Z s (OH) (❑ ) Z Nw� J O O o o ` EX. POWER POLE / MOM (H❑ d/LUMINAIRE (H❑)d -(H❑)d N 30.33 NEW TRUNCATED DOMES \ w (SEE DETAIL ON SHE 11) ti w }_ w Z Z Y lil O C7 w a CI O Q 0 1..1� V) N a Q Q rn 0 \ \ W U N N Q � b Ld x I\• CB TYPE 10 0 0 / 0 N N m IX CB #500118 TYPE 1 RIM = 32.00 EX. IE=28.00 (12" S d z O - - N J N m Of QI BMP NOTE: Q FLOW CONTROL BMP PROPOSED FOR THE PROJECT IS PERVIOUS CONCRETE SIDEWALKS. THE TOTAL PERVIOUS CONRETE PROPOSED IS 5115 SQ. FT. CALL BEFORE YOU DIG: w �� Z 1-800-424-5555 U- 0 GRADING BLOW-UP PLAN Z EX. CB RIM=44.00 I _ / f \ I IE=42.00' (12" SW) fAX LOT #334450-0007 � pS Q IE 42.33' (8" NE) ° INSTALL CASING WHERE PIPE CROSSES I _ 3 NEW CONC. PAD FOR SIGN WALL PER DETAIL SHEET C11 I (SEE DETAIL ON SHEET C9) . 'S. .57 IZ .00' _ " + \ I 5 2� I �[ NEW 6 PERFORATED WALL ;�cg b . , !; � 't•,;S' . 1 I I J FOOTING DRAIN PIPE (TYP.) SEE DETAIL ON SHEET C17 EX. 30' NEW 4'x4' CONC. ( ) ' •S• ::<< . •. , INL I 0 '' °•. ' T I RO TRANSFORMER PAD NG �� , $, \. .°�, } AI T�j HIE 16�NOP. 4 , •/1O'_(F`11'\1 (SEE DETAIL ON SHEET C9) 1 NEGpNONx / G . r • :,.� (Jy1j\ \RI�1 NEW 68'x2O' DETENTION VAULT / I •' `: �' 1 �)\ \ \ \ \ \ \ \ SEE DETAIL SHEET C15 FOR SEC /� \ MAX W.S. EL.=38. ` \ °, I;: �..} 1 70.E \\A \ ��NN TAIC W.S. EL.=32.00 f l' �o I� \ \ \� �' • .. • ` �0N �ETE' P V �� . _ I � � I IT I .. :.' .. ° CC�2 �ID ALK: ,� :. . • � I (E � 3H� �1�1) \ t . N s Ej,�p,•rg• °.' •9• .�,. 'P.... J ..•e'�. \ I I \ t � I C '"'� d .• : s : ': �.1. .'v' •,�\ •`3'. •i :.�•; .. Q•. .�'f �:�5 ps' \ I I I \ \ ,ye; N E 3 ... • • •, 4 / U - 3 1 I 1"P E�;. P WE POLE2-0 Q� o 100 t ' Z'zz •. �� 0E S-S2/X/\/ �� ff11�Pc[�H) LO '4 NEW STORMWMIrm/WA R QUALI ,: � // � i-(G ��L=M.10-.VAULMODEL #MWS-L�8-8-V 41. 8 �' I I / ,/�c �-SpI r ',' / /� � pT/3 - // � ,•� ° � � � \ 1 (PER DETAIL ON SHEET C12) ► I P�'"' 60 /" �� ' o� 'r # �°, �° \ J RIM= 39.98 \�'_o Q� IE= 12 IN 31.12 ,.:' G'•.. e♦ :;� 6��of I, o / . / " 210•A \ 4 a °N IE= 1" OUT 31.12 I I I I /�� ' EW C6NC. r / W, D I PE H 1E=31.22 640TT 41.98 t ENERATOR PAD / , / /Q MA 1111 0)/4 r I � .(SEE DETAIL ON I I / ,p� ° ESIDENCE I N HEET C9 �N {•: .fly u r' / I I / /NEW CB 2 TYPE 2-48 W STANDARD GRATE BARELY DEFINED 1.9 A 1 ' f' �l I % / r Jr,(PER STD. PLAN 201.00 �' / / / - 111 ��,( � i / / �\ _OLD TRAIL GRADE � a\ CO , `ON SHEET C11) / COVERED IN BRUSH l� l ,RIM-41.00-40.97 l 36• - 41.98 JJ r � � \ 1 l� ^: �� •,.• 41 41.9 I I, Ili1P , / / / �!IE=36.2B- (12" NW, S)35. "0 1. •7 Ifidif A I IE=35.28- (8 SW, NE)35.k64�47 x �\A S. LN., S.W. 1/4, SEC. 5 88'51'15"�' s____. • �- 1 1 I \\ 't ¢758 9�_ �� / / �� I I 408.34 UN-6 RF D �3.56 o� �90� / / / - b- (❑H)�"II y NO"RATNs �'_ -_. �I �� s2 8¢� N. LN., N.W. 1/4, SEC. 8 STORM D IN __ _ �y� �-�\S8 11 so \ �� \� BYPASS IPE - �� //. `�^s6 \ P\ CH d �� SA �\ -BUT= L 6Qr0 -C /s \ / P(OH) Pc _ \ \ POW POLE PUS 0 0 - / \ ❑H) P(OH) 1 ER P &POWER NES O 0 CRETE SALK� + & OW R LINE I �� (SE L ON€ET 111> CB W/ NO GRATE , RIM = 79.33' 5 2 x$'� / (6 % \g CB iF6 TYPE 1� 2\- - I.E. = 75.59' 24" CMP S.E. . \ � \ / A F R C NS RS � E C� ✓ry 1 b (o Y Pry_h y i GEOTECHNICAL NOTES I �. ::..........::..: ..... TAL '� .'.'' .. ,... :::'-;.>�.<'.;,:,._;.•;;�-::,:�:..:'..,.':.,''•' �� =`O+A-M.E GEOTECHNICAL REPORT BY EARTH SOLUTION N.W. LLC POWER POLE SHALL BE PART OF CONSTRUCTION DOCUMENT AND ALL " •' :pcD1.4 ..... �: � >:. -•. � I.E. 72. 2 EX. POWER POLE RECOMMENDATIONS SHALL BE PART OF THE DESIGN AND C80�7TYPE 1 �� >° ti� � / �--� / 24" RCP CULVERT CONSTRUCTION DRAWINGS. I.E. = 70.68' NEW CONCR TION \ \ // / / / / -ss- RAMP W/ASP L LAND G \ , �r_ / / / / b��b NEW PERVIOUS (POROUS) 0b �. q / \ ti' CC O / \ ONCR SIDEWALK (SEE DETAIL 0 SHEEN C1 //°c �, / � � EX. GRAVEL ROAD TO REMAIN AND MUST BE C ETE EW \ a / / / ,ti SEE DETAIL ON SHEET C11 ,y / / J / .O�BLACKBERR�. BUSHES FOR A MINIMUM �� ( ) 56 / / NOTE: J' EX. POWER POLE W 7 / / 5s� OF 5 QN EITH SIDE OF THE ROAD. \C'V; / � ` � �� / 60 �// bk1b / A MINIMUM OF 3,385 S.F. OF PERVIOUS PAVEMENT s LUMINAIRE & UG LIN \ \ ` b/ / / s4- _� _./ IS REQUIRED. TOTAL PROVIDED=3,452 S.F. CP4 4- TO BE REMOVED AS -BUILT � I \ 1 I I III . / f • , p"CERTIFY THAT THE INFORMATION SHOWN HEREON WHICH WAS L �J AS -BUILT BY BARGHAUSEN CONSULTING ENGINEERS, AND MAY INCLUDE LOCATIONS, ELEVATIONS, DEPTHS, PIPE SIZES, AND AS BUILT COMMENTS, ACCURATELY REFLECTS EXISTING FIELD oa �� \ \ \ \ I �� / b, o .o CN�. CONDITIONS AS DETERMINED BY ME (ALI SADR) OR UNDER MY V21z� a I \ \ \\ \\\ \ \� =��ry� / o cp. DIRECT SUPERVISION ON THIS DATE: 07-26-2019. \ o_ 7 / / / y w n�`�`'� SIGNATURE: / EXv . SSMH <c�_ ✓ ```` S88'51'15"E 665.46' TAX LOT #082305-9056 CITY OF RENTON /4" COMMUNITY AND ECONOMIC DEVELOPMENT S Ca H'4V P�1 AIR RENTON HOTEL PERMIT #U15008433 X11 1S 1 AND STORM IN COMPLIANCE WITH CITY Or RENTON STANDARDS �F W A Sy/ 24661 / S T AL L ECG 07/26/2 ENGINEER: BARGHAUSEN CONSULTING ENGINEERS 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251-6222 (425)251-8782 FAX CONTACT: DAN BALMELLI O U 2 CO Q� `TANG ENGIN�to DRAINAGE PLAN LEVEL 1 DESIGNED AS DATE 09/14/2015 FILE NO. DRAWN MB CHECKED AS SCALE 1 "=30' FIELD BOOK PAGE_ APPROVED SHEET (v5 OF 20 DIRECTOR OF PUBLIC WORKS I I 0 U M a n 00 m O N 00 a� E 0 0 E a) I Ln Ln w 0 J in 0 N I z 0 F- a_ 0 i O i Ln i 0 0 0 L0 i ai i� LO LO r O Z m O W U m I ~ N V) co Lo 6 Z 0 V) w a a af w a a w J U 0 a W Q 0 0 a w Qw 0 a:0 FAN Z tEL W�� H Z Z c � �J J �r4a (00 w cv) T— +% a 0 wZ U) O0 O E---4 Z ~Nw , N..1 rn c m W rn c O 0- EX. SSMH RIM=40.75 ADJUST RIM TO �IE=34.27' (8" N) NEW FINISH GRADE IE=34.17' (8" S) SEE SHEET C8 FOR ROAD IMPROVEMENT PLAN AND PROFILE DESIGN GUY POLE- 2 GAS VALVES I EAST LN. PSE EASEMENT — REC. NO. 20061006001807 EX. SSMH ADJUST RIM TO RIM=36.38 F NEW FINISH GRADE IE=30.62 (8" N) W IE=30.52 (8" W) ' �O EX. R.R. SIGNAL J EX. POWER POLE I EX. R.R. WARNING Q / LIGHT POLE EX. SSMH Zz RIM=35.74 J Q IE=29.38 (8" E, S) OF E_ CALC'D M.C. >� N88°33'45 "W 121 85' P(OH) P(OH) 68. P(OH) (OH) ' J CD z Z = U � Z N Z J O O U Z D o Q Z a N FND. 6" MONUMENT W/ 3" BRASSIE & PUNCH 4 U MARKED 'CP* A ELEV. = 28.7bH CH❑)d (MEASURED (VISITED ON ELEVATION = 8/24/2014) 31.80') }o 0 0 w Z Z Y O D w K = d N 0 � (6)Q Q Q In Q O 00 \ \ W w \ \ x 00 EX. POWER POLE W/LUMINAIRE EX. LUMI � J N N Co (Y U P m��ry w CALL BEFORE YOU DIG: Z 1-800-424-5555 0 t7 r ,oTH E.).- �6 "`'' GRADING AND STORM DRAINAGE PLAN —LEVEL 2 1 A . E s AN w CORD DRAWING I � - 7' HIGH CHAINLINK FENCE II 1.08' NORTH OF PROPERTY LINE41: TAX LOT #334450 0007 III.57 I I 12 .00' P,R. , 21 It7 HIGH CHAINLINK FENCE /�y9 i� :: \ 5 I I • Z �l, 30 • .�i '%' 'j` ' :• . v� W N d c0 CA O N c0 Off O O O O O J "o o, I \k 00 Z 00 II p I U U�1 / 01,17I \ \ \ k'` I . q " \ FND. 1 /2 REBAR & CAP N . SPA mil. , q:....• ..':.: ,'.. '"I " 6 .., /_ , • •s '�.. \ \ HARSTAD LS# 13731 H I r� - R 311 -- � `oa ;) ��'. r:'. ✓ r, \ I, 1 N65'E 0.10, FROM CALC D 13 1 � I I N • �`':' �° :�-� JVEW` DRENCH : .q � •wC. c � S7 1¢ 1 , TT 1 //I 'r. • . c . C(?�1JwJ'ECT �� VIEW: ST M T�FA�.� �/ / , /I / / Q r. .rp b l• . .v - / J 71 r 0 b . � _. - .. •: 'a.:.t Y'' _ j j /^G/ fir°. v' q. POLE• s P I J II OVI� R I N 1�Efi5 PATH A9,9�� or \ / PCQH) W 1 0 vu— 3�. I \ I �' ►� �IVEW 5` WIDE' da"f / /1--" 6 11 RIA WALKr� f' / `O // /111 / io i r r i ' P / ;�' I \ FND. 1 2 REBAR & CAP 42.0 r'i i , r r r r /� / / / / / / / / / \ \ o "HARSTAD LS# 13731 " N80'W 0.11 FROM CALC D MARRIO / I �l ° - — RESIDENCE 1NN / ti' r ' ; / J I �l , �l �', ,6�,�� , / , BARELY DEFINED ti \ / FF = 42.0 A��i 'd No H N. PS EAS 'OLD TRAIL GRADE R 0. y00 10 001J�dlN 7 —»2.- COVERED IN BRUSH 5 1 S. LN., S. W. 114, SEC. 5 408.34 \Sfl8'5 1- 11 \ s\ \ \_a 6�/ / / \ \ \ N. LN., N. W. 1/4, SEC. 8 _ i /"• — 4 y /'�l( !� \ .� `sue �/ %(� � a2\ \ \— — / / /f�11 \ �, / CH d � � -� lam` -80 P� //� \ �L 1 C = R \ > 1A L T 2 0 \ Pc❑M) P(OH) p y �\ 8_ _ / P(OH) CB W/ NO GRATE c v. � v N sr 6' b• h h h ;� � 6 z rn cP csr—y 1 �/ ' \ \, i` 1 RIM = 79.33' ...E POWER POD \ / / / // /- �\ I.E. = 75.59' 24" CMP S.E. PC 1 / 0 1 L , �L 1d \ \ \ \ I I I �/� I� 2 00 FND. 4"X4" CONC. R.O.W. MONUMENT 100.N73'W 0.13' FROM CALC'D ' I — III / / , �' _ - \ 6, Arc 205.34' J — Rod_572.9 CB 5001 18o_,2 RI =32.00 \ \ \ —/ /CD co _ I = 12" SE I \ \ \\ \\\\ \ -�� y� c'� FND. CONC. MONUMENT W/ BRASS NAIL / // ®CL P.C. SUNSET BLVD./ NE PARK DR. \ \ v VISITED ON 4-12-00 _ _ `� �• m1 EX. SSMH S88'51'15"E 665.46' SV / / — — — �� — CITY OF RENTON \\ �j/ / / / �/ / TAX LOT #082305-9056 v / � � �/// / COMMUNITY AND ECONOMIC DEVELOPMENT /, IN COMPLIANCE WITH CITY Or RENTON STANDARDS p,L� SApR RENTON HOTEL PERMIT #U15008433 S GRADING AND STORM �F W A Syi 'cA �Ik- =,ul 24661 S�'1STE��G\�� AL 07/26/21 ENGINEER: BARGHAUSEN CONSULTING ENGINEERS 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251-6222 (425)251-8782 FAX CONTACT: DAN BALMELLI rTr%,.'Im o 2 Q- `TIHG ENGIX' `- DRAINAGE PLAN LEVEL 2 DESIGNED AS DATE 09/14/2015 FILE NO. DRAWN M B CHECKED AS SCALE 1 "=30' FIELD BOOKE_ + PAG APPROVED CV 2O DIRECTOR of PUBLIC WORKS SHEET OF I I a U 00 rn 0 N ai E a 0 E I Ln Ln 1-1 Ld O J V) 0 N I z O O a Ln i 0 0 0 / Lo Lo r O Z m O W U m Q Z W O 0 Cq U Q Lo cc0� Z Z (nto LO LO Z � J o m o W ` a) J } ^ Q W 0 r L U o W n_ L U ~ W rn w c 0 U I �A� 73 m rn o m m o m �o� o � Q OF Q EZ 0 0 0 U 0 }o o s w t N Z 7 U5 w Z a 0 Y w x U O a a Q 0' V) Q (n Q a Q rn 00 --, �7, w W \� o X 0 0 N N m z 0 i N > M-0551 w z p Ld z U_ Surface Water Standard Plan Notes and Example of Construction Sequence Surface Water Standard Plan Notes 1. These notes shall appear on projects for the surface water utility. 2. Before any construction or development activity occurs, a pre -construction meeting must be held between the City of Renton plan review section and the applicant. 3, All design and construction shall be in accordance with the Renton Municipal Code (RMC), the latest edition of the Standard Specifications for Road, Bridge and Municipal Construction prepared by WSDOT and the American Public Works Association (APWA), as amended by the City of Renton Public Works Department. ft shall be the sole responsibility of the applicant and the professional civil engineer to correct any error, omission or variation from the above requirements found in this plans. all corrections shall be at no additional cast to the City. 4. Approval of this road, grading, parking and drainage plan does not constitute an approval of any other construction (e.g. domestic water conveyance, sewer conveyance, gas, electrical. etc.)The surface water drainage system shall be constructed according to the approved plans, which are on file in with the City. Any deviation from the approved plans will require written approval from the City of Renton Public Works Department, Surface Water Utility Section. 5. A copy of these approved plans must be on the jab site whenever construction is in progress. 6. Grading activities (site alteration) are limited to the hours of 7 a.m. to 7 p.m. Monday through Saturday and no work on Sunday is allowed, unless otherwise approved with a written decision by the City of Renton. 7. It shall be the applicant's/contractor's responsibility to obtain all construction easements necessary before initiating off -site work. Easements require City review and approval prior to construction. 8. Franchised utilities or other installations that are not shown on these approved plans shall not be constructed unless an approved set of plans that meet all requirements of Chapter 4 of the Surface Water Design Manual are submitted to the City of Renton. 9. Datum shall be NAVD 88 unless otherwise approved by the City of Renton. Reference benchmark and elevations are noted on the plans. 10. Any dewatering system necessary for the construction of stormwater facilities must be submitted to the City for review and approval. 11. All utility trenches and roadway subgrade shall be backfil[ed and compacted to 95 percent density, standard proctor. 12. Open cutting of existing roadways for non -franchised utility or storm drainage work is not allowed unless specifically approved by the City of Renton and noted on these approved plans. Any open cut shall be restored in accordance with the City of Renton trench restoration standards. 13. All sedirnentation/erosion facilities must be in operation prior to clearing and building Construction, and they must be satisfactorily maintained until construction is completed and the potential for on -site erosion has passed. 14. All retention/detention facilities must be installed af1d in operatlon prior to or in conjunction with all construction activity unless otherwise approved by the Public Works Department, Surface Water Utility Section. 15. All pipe and appurtenances shall be laid on a properly prepared foundation in accordance with the current State of Washington Standard Specification for Road and Bridge Construction. This shall include necessary leveling of the trench bottom or the top of the foundation material, as well as placement and compaction of required bedding material, to uniform grade s0 that the entire length of the pipe will be supported on a uniformly dense, unyielding base. All pipe bedding shall be APWA Class "C", with the exception of PVC pipe. 16. Steel pipe shall be aluminized, or galvanized with asphalt treatment #1 or better inside and outs[de. 17. All drainage structures, such as catch basins and manholes shall have so[id locking lids. All drainage structures associated with a permanent retention/detention facility shall have solid locking lids. 18. Building and other structures shall be placed in accordance with Table 4.1 Easement Widths and Building Setbacks Lines. 19. All catch basin grates shall be depressed 0.10 feet below pavement level. 20. All driveway culverts located within City of Renton right-of-way shall be of sufficient length to provide a minimum 3:1 slope from the edge of the driveway to the bottom of the ditch. Rock for erasion protection of roadside ditches, where required, shall be of sound quarry rack placed to a depth of one (1) foot and must meet the following specifications: 4 - 8 inch rock / 40 - 7011/o passing; 2 - 4 inch rock / 30 - 40% passing; and less than 2 inch rock / 10 - 201/o passing. 21. All building downspouts and footing drains shall be connected to the storm drainage system, unless approved by the City plan reviewer or Surface Water Utility Section. An accurately dimensioned, certified as -built drawing of this drainage system will be submitted to the City upon completion. 0 0 0 M 0 LO N 0 0.250 3.000 NOTES: 1. ALL STROKES TO BE 3" WIDE. 2. PROVIDE TWO COATS OF PAINT. 3. BLUE BACKGROUND WITH WHITE SYMBOL. 4. LOCATE SYMBOL AT CENTER OF STALL WHERE SHOWN ON SITE PLAN. 5. ONE SYMBOL FOR EACH HANDICAP PARKING SPACE. 0.250 HANDICAP SYMBOL NOT TO SCALE CONSTRUCTION NOTES AND DETAILS 22. Drainage outlets (stub -outs) shall be provided for each individual lot, except for those lots approved for infiltration by the City. Stub -outs shall conform to the following: a. Each outlet shall be suitably located at the lowest elevation on the lot, so as to service all future roof downspouts and footing drains, driveways, yard drains, and any other surface or subsurface drains necessary to render the lots suitable for their intended use. Each outlet shall have free -flowing, positive drainage to an approved stormwater conveyance system or to an approved outfall location. b. Outlets on each lot shall be located with a five -foot -high, 2" x 4" stake marked "storm" or "drain". The stub -out shall extend above surface level, be Visible, and be secured to the stake. c. Pipe material shall conform to underdrain specifications described in Chapter 4 of the Surface Water Design Manual and, if non-metallic, the pipe shall be placed in a trench with a tracing wire above or other acceptable detection. d. Private drainage easements are required for drainage systems designed to convey flows through individual lots. e. The applicant/contractor is responsible for coordinating the locations of all stub - out conveyance lines with respect to other utilities (e.g. power, gas, telephone, television). f. All individual stub -outs shall be privately owned and maintained by the lot home owner. g. Storm drainage pipe systems shall not penetrate building foundations, except for sump pump discharge lines used to drain crawl spaces, provided the sump pump system includes backflow prevention or a check valve. 23. All disturbed pervious areas (compacted, graded, landscaped, etc.) of the development site must demonstrate one of the following: The existing duff layer shall be staged and redistributed to maintain the moisture capacity of the soil, OR; Amended soil shall be added to maintain the moisture capacity. 24. Proof of liability insurance shall be submitted to the City prior to construction permit Issuance. 25. Issuance of the building or construction permits by the City of Renton does not relieve the owner of the continuing legal obligation and/or liability connected with storm surface water disposition. Further, the City of Renton does not accept any obligation for the proper functioning and maintenance of the system provided during construction. 26. The Contractor shall be responsible for providing adequate safeguard, safety devices, protective equipment, flaggers, and any other needed actions to protect the life, health, and safety of the public, and to protect property in connection with the performance of work. Any work within the traveled right-of-way that may interrupt normal traffic flow shall require a traffic control plan approve by the Public Works Department, Transportation Systems Division. Ail sections of the WSDOT Standard Specifications 1-07-23 Traffic Control shall apply. 27. Project located within the aquifer protection area (APA) shall comply with Special Requirement #6 of the Surface Water Design Manual and Aquifer Protection Regulations (RMC 4-3-050). 7" COMPACTED DEPTH HMA PAVEMENT CL 1/2" 6" COMPACTED DEPTH CRUSHED ROCK BASE COURSE O �o Vo oo° 000 0 00 DSO 0 0 0 0 0�00 0 000 O O n 0 nOn on 00 00 Oo 12" SUBGRADE COMPACTED TO 95% TYPICAL OFFSITE ASPHALT PAVING SECTION NOT TO SCALE F" PnDTI ANIn rFKAFNIT rnNIrDGTC 4" COMPACTED DEPTH J CRUSHED ROCK 12" MIN. SUBGRADE COMPACTED TO 95% NOTE: GEOTECHNICAL ENGINEER SHALL BE ONSITE DURING PLACEMENT OF FILL TO VERIFY THAT COMPACTION MEETS MINIMUM REQUIREMENTS FOR PAVEMENT SECTION. TYPICAL CONCRETE PAVING SECTION NOT TO SCALE AS -BUILT "CERTIFY THAT THE INFORMATION SHOWN HEREON WHICH WAS AS -BUILT BY BARGHAUSEN CONSULTING ENGINEERS, AND MAY INCLUDE LOCATIONS, ELEVATIONS, DEPTHS, PIPE SIZES, AND AS -BUILT COMMENTS, ACCURATELY REFLECTS EXISTING FIELD CONDITIONS AS DETERMINED BY ME (ALI SADR) OR UNDER MY DIRECT SUPERVISION ON THIS DATE: 07-26-2019." SIGNATURE: a C RECORD DRAWING STORM DRAINAGE PIPE SPECIFICATIONS ALL STORM DRAIN PIPE MAY BE CONSTRUCTED OF ONE OF THE FOLLOWING MATERIALS UNLESS OTHERWISE SPECIFIED IN THE PLANS. ALL PIPE JOINTS MUST BE GASKETED WATERTIGHT AND MUST BE OF THE SAME MATERIAL AS THE PIPE. ALL PIPE SHALL HAVE A MINIMUM COVER AS SPECIFIED AND SHALL BE ADEQUATELY PROTECTED DURING CONSTRUCTION (REFER TO THE MANUFACTURER'S RECOMMENDATIONS FOR MINIMUM COVER FOR HEAVY EQUIPMENT LOADINGS). A. DUCTILE IRON - 4 INCH THROUGH 14 INCH DIAMETER PIPE SHALL BE CLASS 52 AND 16-INCH THROUGH 24-INCH DIAMETER PIPE SHALL BE CLASS 50, ALL IN ACCORDANCE WITH USA STANDARD A-21.1 (AWWA C-51). ALL JOINTS SHALL BE PUSH -ON, MECHANICAL, OR FLANGED (6-INCH MINIMUM COVER). B. CONCRETE - 4 INCH THROUGH 18 INCH DIAMETER PIPE SHALL BE NON -REINFORCED, BELL AND SPIGOT WITH RUBBER GASKET JOINTS, CONFORMING TO ASTM C-4 (CLASS II). 21 INCH THROUGH 36 INCH DIAMETER PIPE SHALL BE REINFORCED, BELL AND SPIGOT WITH RUBBER GASKET JOINTS, CONFORMING TO ASTM C-76 (2 FOOT MINIMUM COVER). C. PVC - 4 INCH THROUGH 18 INCH DIAMETER PIPE, WITH 24-INCH TO 36-INCH OF COVER SHALL BE IN ACCORDANCE WITH ASTM D3034 SDR 21. 4-INCH THROUGH 18-INCH DIAMETER PIPE, WITH ASTM D3034 SDR 35 SHALL HAVE 36-INCH MINIMUM COVER. ALL JOINTS SHALL BE PUSH -ON WITH RUBBER GASKETS. PVC STORM PIPE REQUIRES A.C. COLLARS (I.E., CATCH BASIN CONNECTION) OR KOR-N-SEAL CONCRETE BOOTS. D. HELICAL CORRUGATED PLAIN ALUMINUM PIPE (CMP) - 6 INCH THROUGH 18 INCH DIAMETER PIPE SHALL BE 16 GAUGE WITH 2 2/3 INCH X 1/2 INCH CORRUGATIONS. 21 INCH THROUGH 36 INCH DIAMETER PIPE SHALL BE 14 GAUGE WITH 2 1/3 INCH X 1/2 INCH CORRUGATIONS. REFER TO DETAILS IN THESE PLANS FOR ANY PIPES LARGER THAN 36 INCH DIAMETER. ALL ALUMINIZED PIPE SHALL HAVE ASPHALT TREATMENT 1 COATING (2.0-FOOT MINIMUM COVER). E. HELICAL CORRUGATED STEEL PIPE (HCMP) - 6 INCH THROUGH 36 INCH SHALL BE 16 GAUGE WITH 2 2/3 INCH X 1/2 INCH CORRUGATIONS. ALL STEEL MATERIALS SHALL BE GALVANIZED AND ASPHALT TREATMENT 1 COATED. REFER TO DETAILS IN THESE PLANS FOR ANY PIPES LARGER THAN 36 INCHES IN DIAMETER (2.0-FOOT MINIMUM COVER). F. CORRUGATED POLYETHELENE MEETING THE REQUIREMENTS OF AASHTO M-294, TYPE S. MINIMUM PIPE DIAMETER SHALL BE 8". MAXIMUM PIPE DIAMETER SHALL BE 36" OR THE DIAMETER FOR WHICH THE SUPPLIER HAS A JOINT CONFORMING TO ASTM D 3212, WHICHEVER IS LESS. JOINTS SHALL BE CLASSIFIED AS "WATERTIGHT". WATERTIGHT JOINTS SHALL BE MADE WITH A SLEEVE OR WITH A BELL SPIGOT AND SHALL CONFORM TO ASTM D 3212 (10.8 PSI) USING ELASTOMERIC GASKETS CONFORMING TO ASTM F 477. GASKETED JOINTS SHALL BE LUBRICATED AS RECOMMENDED BY THE PRODUCER DURING INSTALLATION. "SOILTIGHT" JOINTS SHALL NOT BE PERMITTED. FITTINGS SHALL BE BLOW MOLDED, ROTATIONAL MOLDED, OR FACTORY WELDED. THERMOPLASTIC PIPE FITTINGS SHALL MEET THE REQUIREMENTS SET FORTH IN AASHTO M 294. ACCESSIBLE PARKING SIGN LOCATE FACE OF CONCRETE 12" i I & PARKING 'VAN ACCESSIBLE] O O 0 z a CD z cn c� o v) (.o O i� O 0 x O X N 0 O 00 O 0 2 1 O ii � 0 STEEL POST MM CONCRETE FOUNDATION 12" DISABLED PARKING SIGN INSTALLATION NOT TO SCALE BLOCK FLUSH WITH EDGE OF 1. PROVIDE A SEPARATE CURB RAMP FOR EACH MARKED OR UNMARKED CROSSWALK. CONCRETE WALK. CURB RAMP LOCATION SHALL BE PLACED WITHIN THE WIDTH OF THE ASSOCIATED CROSSWALK, OR AS SHOWN IN THE CONTRACT PLANS. 4" WIDE PF YELLOW STI TWO COAT 2.0% MAX SLOPE ENVELOPE AROUND HANDICAP 5' 8'-0" STALLS (TYP.) PER MIN. PLAN HANDICAP PARKING §1'swo-A" 14, I Lrt,._a!i11 NOT TO SCALE 4"[102mm] MIN. 17"[432mm] 12" [305mm] i INVERT Z-874-12-SECTION 4"[102mm] MIN. 6" SD C DETAIL A PERMA TRENCH Z874-12 12" TRENCH DRAIN 2. WHERE "GRADE BREAK" IS CALLED OUT, THE ENTIRE LENGTH OF THE GRADE BREAK BETWEEN THE TWO ADJACENT SURFACE PLANES SHALL BE FLUSH. 3. DO NOT PLACE GRATINGS, JUNCTION BOXES, ACCESS COVERS, OR OTHER APPURTEN- ANCES IN FRONT OF THE CURB RAMP OR ON ANY PART OF THE CURB RAMP OR LANDING. 4. SEE THE CONTRACT PLANS FOR THE CURB DESIGN SPECIFIED. SEE STANDARD PLAN F-10.12 FOR CURB, CURB AND GUTTER, AND PEDESTRIAN CURB DETAILS. 5. SEE STANDARD PLAN F-30.10 FOR CEMENT CONCRETE SIDEWALK DETAILS. SEE CONTRACT PLANS FOR WIDTH AND PLACEMENT OF SIDEWALK. 6. THE BID ITEM "CEMENT CONCRETE CURB RAMP TYPE __" DOES NOT INCLUDE THE ADJACENT CURB, CURB AND GUTTER, PEDESTRIAN CURB OR SIDEWALK. 7. THE CURB RAMP MAXIMUM RUNNING SLOPE SHALL NOT REQUIRE THE RAMP LENGTH TO EXCEED 15 FEET TO AVOID CHASING THE SLOPE INDEFINITELY WHEN CONNECTING TO STEEP GRADES. WHEN APPLYING THE 15 FOOT MAXIMUM LENGTH, THE RUNNING SLOPE OF THE CURB RAMP SHALL AS FLAT AS FEASIBLE. 8. CURB RAMP, LANDING, & FLARES SHALL RECEIVE BROOM FINISH. SEE STANDARD SPECIFICATIONS 8-14. LEGEND SLOPE IN EITHER DIRECTION NOT TO SCALE WITH DGE/DGF GRATE (H-20 LOADING) 1 SAp IN COMPLIANCE WITH CITY OF RENTON STANDARDS SEE STANDARD PLAN F-30.10 FOR SLOPE TREATMENT CEMENT CONCRETE PEDESTRIAN CURB SEE NOTE 4 D LANDING EXTERIOR WALL OF BUILDING DOWNSPOUT DOWNSPOUT TO BE SEE ARCH. PLANS CONNECTED TO PVC PVC REMOVABLE PLUG ROOF DRAIN SEE ARCH. PLANS PVC CLEANOUT PROPOSED FINISH GRADE 6" MIN. CONCRETE PAVEMENT OR GRASS I 3'-0 11 MIN. PVC ROOF DRAIN LINE SEE PLAN FOR LOCATION AND SIZE 2-45' ELL NOTE: STORM DRAINAGE CONTRACTOR SHALL EXTEND PIPE UP ALONG THE FOOTING. DOWNSPOUT W/ CLEANOUT NOT TO SCALE - LANDING GRADE BREAK SEE CONTRACT PLANS 4' - 0" MIN. CEMENT CONCRETE SIDEWALK - SEE NOTE 5 FLARE (TYP.) 3/8" EXPANSION JOINT (TYP.) - SEE STANDARD PLAN F-30.10 GRADE BREAK A CURB RAMP WIDTH 4' - 0" MIN. LANDING TO MATCH CURB RAMP WIDTH SEE CONTRACT PLANS GRADE BREAK ISEE CONTRACT PLANS 4'-0"MIN. PROVIDE SMOOTH TRANSITION TO 2.0% MAX.SIDEWALK WIDTH (TYP.) CURB RAMP GRADE BR 10.Oq MAX. 10.0% moc ................... CURB, OR CURB AND GUTTER FACE OF CURB DETECTABLE WARNING SURFACE SEE STANDARD PLAN F-45.10 MEASURED PARALLEL TO CURB (TYP.) It DEPRESSED CURB AND GUTTER SEE CONTRACT PLANS 4 - 0 MIN. 2.0% MAX. C CROSSWALK PLAN VIEW TYPE PERPENDICULAR A DETECTABLE WARNING SURFACE SEE STANDARD PLAN F-45.10 15' - 0" MAX. SEE NOTE 7 GRADE BREAK 8.3% MAX. 4 4 CURB RAMP a DETECTABLE WARNING SURFACE SEE STANDARD PLAN F-45.10 R. TYP. DEPRESSED CURB & GUTTER CEMENT CONCRETE CURB AND GUTTER - SEE NOTE 4 CURB RADIUS DETAIL O PERPENDICULAR CURB RAMP DETAIL WSDOT STANDARD PLAN F - 40.15 - 02 NOT TO SCALE CEMENT CONCRETE CURB RAMP "TYPE PERPENDICULAR A" PAY LIMIT Po WASRyRENTON HOTEL PERMIT #U15008433 0 C z ENGINEER: i BARGHAUSEN CONSULTING ENGINEERS 24661 18215 72ND AVENUE SOUTH o�F`S'S ��1 S T E �� (425)25A-622 22 AL (425)251-8782 FAX 07/26/2019 CONTACT: DAN BALMELLI GRADE BREAK COUNTER SLOPE 5.0% MAX. GRADE BREAK TOP OF ROADWAY e G• DEPRESSED CURB & GUTTER SEE NOTE 4 SECTION n ISOMETRIC VIEW TYPE PERPENDICULAR A PAY LIMIT CITY OF RENTON COMMUNITY AND ECONOMIC DEVELOPMENT CONSTRUCTION NOTES AND DETAILS DESIGNED AS DATE 09/14/2015 FILE NO. DRAWN MB CHECKED AS SCALE N/A FIELD BOOK PAGE_ APPROVED C9 20 DIRECTOR OF PUBLIC WORKS SHEET OF I I I I X J Q 0 m -n 0 U Cn o_ 00 00 0) 0 N I= 0 0 I I Ln Ln w a_ 0 J 0 CN N I z 0 0 a i Ln Cn 0 0 i� LO L J r Q W` O a:C) RCN 0 Z ILL ' ` cc W O /\ Z Z (n LO LO J m o W J ` �} Q r a a to Of w 0 (n CL a O L w _0 U I �A, M o (7) O (1 m m w m� m M C O ZZ G. �J Q Ur Q �Z 0 0 U N }W} W W z z Y O N W U Q fY Q Q d Q 0) 00 LLI UJ X 0 O O FACE OF CURB 6 1J2"} 51,2 1" 112" R. 4 1" R, 1:24 TOP OF �.' 1/2' R. ROADWAY 1 _ CEMENT CONCRETE TRAFFIC CURB AND GUTTER FACE OF ADJACENT CURB 6 112 FLUSH WITH GUTTER PAN AT SIDEWALK RAMP ENTRANCE 1:12 1:24 TOP OF 1/2" R• ROADWAY 1, 6 �t. DEPRESSED CURB SECTION AT SIDEWALK RAMPS 6" CEMENTCONCRETE 1/2" R, 1" R SIDEWALK RAMP VARIES OR LANDING FROM 6" TO O 3/8" PREMOLDED JOINT FILLER CEMENT CONCRETE PEDESTRIAN CURB AT SIDEWALK RAMPS AND LANDINGS FACE OF ADJACENT CURB 6r2" SEE DEPRESSED CURB DETAIL THIS SHEET 1:24 TOP OF p' IQ" R. ROADWAY L. "` t 2^ v _ r 1 1'- 6 DEPRESSED CURB SECTION AT RESIDENTIAL DRIVEWAYS ONLY. FOR COMMERCIAL DRIVEWAYS SEE STD PLAN 104.2 FACE OF CURB 6 112"� 5 V2 T' 1/2" R I'R. FACE OF ADJACENT CURB 7 ` i TOP OF ROADWAY GUTTER SURFACE t. 1" R. I I 8 114" CEMENT CONCRETE TRAFFIC CURB DEPRESSED CURB DETAIL AT RESIDENTIAL OR COMMERCIAL DRIVEWAYS, AND ALLEYS GENERAL NOTES- 1. See standard plans 102 and 101,1 for curb expansion and contraction joint spacing, 2. Not used. 3. For Depressed Monolithic Driveway Curb & Gutter Section, see Standard Plan 104.2 STD. PUN PUBLIC WORKS CEMENT CONCRETE CURBS 03P 101 DEPARTMENT � a NL (,,rep.- Zimmerman. Public Works Administrab �---��.-� ISEE CONTIJACn -.". - ROUY DING 2 0'I' 1f2' IIN' R T)'P.) 1 - CURB NOT INCLUDED IN 810 ITEM - SEE F1Ai5E0 EDGE 3:fi11NI PREiMOLOED=t-+»' 1' -0 SIDEWALK DETAIL •• THIS SHEET JC!INT PfLLER ALL CUT MIN. (SEE CONTRACT) -- SLOPES if2" (IN) R. ITYP.1 WITH RAISED EDGE S'O R a �.0'.n tj o' f a ; UPS NOT INCLUDED IN 810 ITEM - 18 (IN) PREMOLDED '+"'" JOINT FILLER {� FINISHED GRADE (IN) BELOW SIDEWALK - TOP OF CONCRETEE SURFACE ' ADJACENT TO CURB ,1. 0. 1' 0' MIN. (SEE CONTRACT) 1/2' (IN) R. (TYP.) RUU DING 2 C"'_ - 1 S'A CURB NOT INCLUDED 1N BIO ITEM- BRIDGE. OR PEDESTRIAN`PREMOLDEO �•.: WALL OR BARRIER RAILING JOINT FILLER ADJACENT TO CURB (STEEP FI-L SLOPES) BARRIER - SEE SIDEWALK CONTRACT PLANS (SEE CONTRACT) WALL OR BARRIER f I,, yNi R (TYP.t r. ... _.. ,. FLUSH T� � 7 51 ." � CURB NOT INCLUDED IN BID ITEM - ( ,..-. SIDEWALK 5'7' •tea+ "_ Wh t' 1141 RVERtICAt. WALL- 38 (INI PREMOLDED SEE DETAIL JOINT FILLER(TYP.) I ,'®+ P • " oJJ� i 3�8` IOEO ADJACENT TO CURB AND RAILING OR WALL (INI PREMOL JD)NT FILLER SIDEWALK BUFFER STRIP (SEE CONTRACT) ISEE NOTE 10) v2' IN) R. SIDEWALK ADJACENT TO WALL DETAIL (TYP•) F CURB NOT INCLUDED IN BID ITEM - ' Y5 764; MIN tY°1aiySt}� 5',. s1• )SI LEVEL Ir< FINISHED GRADE I"' (I NI BELOW TOP OF CONCRETE SURFACE FOR PLANTING - FLUSH If PAVED ' y IV. + `v ADJACENT TO BUFFER STRIP 40 I IIN)R �.s • ' l.� BROOrdEO FINISH- /'�� y L Al' WIDE SMOOTH Q" �,�'' a'•, ' TROWELED PERIMETER RAISED EDGE DETAIL EXTEND SIDEWALK TRANSVERSE JOINTS TO INCLUDE RAISED EDGE N N CEMENT CONCRETE CURB (CURB AND GUTTER SHOWN) NOT INCLUDED IN BID ITEM For NOTES see STD PLAN 104.2. Paved surfaces must comply with `I \ STD PLAN 102.1 as applicable CONTRACTION JOINT � IF---�- \INSIOEWALKONLY EXPANSION JOINT IN BOTH �"• !j CURB AND SIDEWALK I SEE Sib PLAN 101 1. ' • -, ?• O . ' •' ? O - OEM �„ ,z• = ...t�.. .,a i.•..in '.. .. _.._ JOINT AND FINISH JOINTfDLLER ' ?' DETAIL E EXPANSION JOINT C ; CONTRACTION JOINT N Q Q w w O _1 Z L, �•` PUBLIC WORKS DEPARTMENT CEMENT CONCRETE' SIDEWALK PLAN - 102 PT'ROFD )_. AS -BUILT "CERTIFY THAT THE INFORMATION SHOWN HEREON WHICH WAS AS -BUILT BY BARGHAUSEN CONSULTING ENGINEERS, AND MAY INCLUDE LOCATIONS, ELEVATIONS, DEPTHS, PIPE SIZES, AND AS -BUILT COMMENTS, ACCURATELY REFLECTS EXISTING FIELD CONDITIONS AS DETERMINED BY ME (ALI SADR) OR UNDER MY DIRECT SUPERVISION ON THIS DATE: 07-26-2019." SIGNATURE: all -I a d CONSTRUCTION NOTES AND DETAILS RECORD DRAWING CEMENT CONCRETE / CURB & GUTTER r (SEE NOTE 3) CEMENT DEPRESSED MONOLITHIC CONCRETE C SIDEWALK (SEE D&ETGAIL TF13 SHEET) err TYPE C2B - ISOMETRIC VIEW JY (COMMERCIAL, WITH BUFFER) NOTES 1. When a driveway width exceeds 15 feat, construct a full depth expansion joint with 3f8" Joint filler along the driveway lano lines . FACE Or CURB (see std. plan 102). Construct expansion Joints parallel with the BEE�Cj - SEE i- ON SHEET CURB DETAIL S centerilne as required at 15' maximum spacing when driveway THIS CONTRACTIONJOINT a 1/X ms widths exceed 30'. sTO PLAN 102 5 +m ,. P OF ROADWAY 2. See std. plan 102 for sidewalk details, 3, Curb and gutter shown, other curb designs may be specified. See Bid. plan 101 for curb details. 1I I ° 4. Not used. _" _.-....#.. 5. The engineer will design all driveways to Include elevations at all NOTE DRIVEWAY LONGITUDINAL EXPANSION points marked with symbol "X". All elevations are at the back of JOINTS SHALL BE FULL DEPTH DEPRESSED MONOLITHIC CURB ii GUTTER DETAIL curb top on uphill side, 6, Not used, 7. For Driveway Widths see DRIVEWAY STANDARDS (See NOTE 10). The expansion Joints (see Bid. plan 102) shall be spaced as shown in the corresponding isometric view. 8. Slopes shall comply with sections 11303.2.1 Or R303.2.2 OP FACE OF ADJACENT CURB R303 2.3 of the Revised Draft Guidelines for Accessible Public ;__ 1" Rights -of -Way, of Novembcr 23, 2005 (PROWAG). f% } f;_ --'" 9. Curb returns for any Type C-MAX Driveway may be approved on ~--- -- `I - r, a Case -by -Case basis, p, 1" R. --GUTTER SURFACE • R 10, STREET STANDARDS = Renton Municipal Code (RMC) �" ". Title IV Development Regulations ' , CHAPTER 6 STREET AND UTILITY STANDARDS Section 4-6-060 STREET STANDARDS DEPRESSED CURB DETAIL AT RESIDENTIAL OR COMMERCIAL DRIVEWAYS, AND ALLEYS DRIVEWAY STANDARDS = Renton Municipal Code (RMC)y____...._ Title IV Development RegulationsW3 DriV6Example: TYPE C10 CHAPTER 4 R=Resldentlal C=Commerdal ...- - -- -----------I j CITY-WIDE PROPERTY DEVELOPMENT STANDARDS Section 4-4-080 PARKING, LOADING AND DRIVEWAY (MAXa Lane Commercial) REGULATIONS B=Buffar(PlarttingStrip), BIanID:NoSuftr - ----- f +I°o P(:BLIC WORKS \� DEPARTMENT CE E T CONC ETE VE AY ENTRANCES NOTES AND DETAILS SM. PLAN - 1042 ar I CLEAN SURFACE AND BOTTOM AREA, PROVIDE UNIFORM CONTACT. THE SURFACE AREA OF THE BASE SECTION MUST BE GROUTED TO THE BOTTOM AREA OF THE ADJUSTMENT SECTION. BASE SECTION SEE NOTE 4 NOTES 1. THE COVER OR GRATING OF A CATCH BASIN SHALL NOT BE GROUTED TO FINAL GRADE UNTIL THE FINAL ELEVATION OF THE PAVEMENT, GUTTER, DITCH, OR SIDEWALK IN WHiCH IT IS TO BE PLACED HAS BEEN ESTABLISHED, AND UNTIL PERMISSION THEREAFTER IS GIVEN BY THE ENGINEER TO GROUT iN PLACE IN ACCORDANCE WiTH APWA STANDARD SPECIFICATION 7.05.3. 2. SHIMS SHALL NOT BE USED TO SET FRAME TO GRADE. THE USE OF SHIMS IS PROHIBITED. 3. A CONTINUOUS LAYER OF MORTAR SHALL BE PLACED BETWEEN ADJUSTMENT RINGS AND BRICKS PRIOR TO PLACEMENT. 4. THE USE OF BRICKS IS PERMITTED WHERE THE BRICKS ARE STAGGERED TO CREATE A RUNNING BOND OR Y22 BOND, 5. ADJUSTMENT SECTION SHALL BE GROUTED WATERTIGHT TO THE BOTTOM AREA OF THE ADJUSTMENT SECTION WITH NONSHRINK GROUT 6. GROUTING BETWEEN ADJUSTMENT SECTION SHALL BE WATERTIGHT. 7. GROUT IS TO BE NON -SHRINK TYPE GROUT MEETING THE REQUIREMENTS OF ASTM 157 PER APWA STANDARD SPECIFICATION 9-20.3 FOR MAXIMUM PERCENT DRY SHRINKAGE. THE MINIMUM COMPRESSIVE STRENGTH SHALL BE 4,000 PSi AT 7 DAY PER APWA STANDARD SPECIFICATION 9-20.3 8. PICK/ LIFTING HOLES ARE TO BE GROUTED WATERTIGHT. PUBLIC WORKS I CATCH BASiN INSTALLATION DEPARTMENT j( 1IT [13mm] LETTERING BOLTHOLES- 3 PLCS EQUALLY SPACED 190' �O��Uj pb1TS - Lb(>qr� �T APART ON 231/16"(586mm)dA B.C. r RENTON AHEAD OF THE CURVE r .. DRAIN (1) 1" (25mm) \ DIA PICKHOLE \` 0 1 114" [32mm] LETTERING PLAN VIEW 25" DIA. _ [635mm] 1" mm] 3/4" (25 [79mm] 8 3W 2112" ------- - [222mm] [64mm1 TYP COVER SECTION VIEW 26 1/2" DIA [673mm] 25 1/4" DIA [641mm1 11/16" 1W (6mm) DIA (27mm] NEOPRENE GASKET 6 [t52mml s. J 23 318" DIA CL OPEN _ f [16mm] [594mm] 275116'0IA _ (694mm1 34 1/8" DIA - [867mm] FRAME SECTION VIEW STD. PLAN - 202.00 MARCH 2O08 COVER BOTTOM VIEW (3) BLT SOC. (ALLEN HEAD) 518 =11 X 1.5 SS RUBBER WASHER EON BOLTING DETAIL 114" i 1fi6" [Bmm] (27mm] Ile, [3mm1 le, [R3mml GASKET GROOVE DETAIL NOTES ALL COVERS SHALL BE LOCKING LID PER EASTJORDAN IRON WORKS INC. Na 3717C1 OR APPROVED EQUAL - PUBLIC WORKS STORM ROUND FRAME AND COVER STD. PLAN 204.50 + DEPARTMENT MARCH 2O08 F RENTON STANDARDS P�1 SA�R �E W A Syi 24661 �`)z / S T E`�� S/DNA L ECG 07/26/2 RENTON HOTEL PERMIT #U15008433 ENGINEER: BARGHAUSEN CONSULTING ENGINEERS 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251-6222 (425)251-8782 FAX CONTACT: DAN BALMELLI Olp ITEM IINCt UDES SIDEWALK RAMPS VARIES (SEE I i 1 IO LFOFPAVED I DRIVEWAY REOI11REp 318"EXPANSION JOINT (TYP.) -�.�.,--3/B"IiXPANS1bNJo1NTrTYPJ i (SEE STD.I ipil '� �i \�\ESTD.FLAN 11J2) r- GEMENT ` ( CONCRETE -.._- s1o6wALK SEE NOTE5�-, ri i W I i i I OON9TRUCTION JOINT �- - - T.. _-' SEE NOTE 1 - _ (p \ CE CUR 6 NOTE 3 ._i RAMF WITH (I 1V �� SLOPE(TYWJ 3.8' CONTRACTION JOINT (TYP.I (SEE 5TD PLAN 1w) _ PLAN VIEW (TYPE 03 SHOW(, 1 & C2 Bj -MAX SIMILAR) L.. VARIf3 I ! fb's E"R6Y€i0) _._ B.eh MAX. AI'r NC1t6.AnYP). 10"MIN. pEFREBSEp C.fARSBptit tER....,. - G M1UN (SEE NOTE 3) E E A6NT GUNrRETE \ \ SIDEWALK "� L"'ExNAN51UN JOINT rrYP.) �- SEC710N -.. (8EII "TD. PLAN IA2} SIDEWN,K WID1H,. i '\• 112.Pt LIA DIFFERENCE IN SLOPE MAX ---� _ , `5 a _- X \\ [ \� T � .. .DRNEWAY W 81TIvE SLOPE (SI.tWE SYIOYJ.N EXAGGERATED! _ .. - ..r,1 I i,Y11V� _,. . "'�,fm-�'V Y"^-:`--•-, DRIVEWAY ".� j L_ 1D MIN~DRIVEW�Io'MtN. NEGATIVE ASL<IPE``Y W1 S pPE-_ ".=SECrION 9 SHOWNCYACICEIUTED. PUBLIC WORKS CEMENT CONCRETE DRIVEWAY DEPARTMENT ENTRANCE - TYPES CID, C28, C3113, and C-MAXB (WITH BUFFER _EXISTING ASPHALT PAVEMENT SAWCUT (SEE NOTE 2)� ARTERIAL STREET MINIiv1UM. 7" HMA (or ACP Class B) (SEE NOTE 1), OVER 6" CRUSHED ROCK RESIDENTIAL STREET MINIMUM 1 4" HMA (or ACP Class B) (SEE NOTE 1), OVER 6" CRUSHED ROCK 2.0' MIN. (SEE NOTE 2) For NOTES see STD. PLAN 104.2 NOTES: 1. MUST MATCH EXISTING THICKNESS IF GREATER. 2. SAWCUT SHALL BE POSITIONED 1' - 0" BEYOND EDGE OF DAMAGED PAVEMENT. 3. THE INTENT OF THIS DESIGN IS TO DESCRIBE PAVEMENT PLACEMENT AT THE GUTTER FACE. SEE STANDARD PLAN FOR CEMENT CONCRETE CURBS. STD. PLAN 104.4 NEW CURB _ & GUTTER 1 S STD, PLAN - 103 PUBLIC WORKS CUR AND GUTTER PPRO D DEPARTMENT EP CEMENT DETAIL 2 aiE ��,Hats W o v 2 20fi ij�'� ° , CO Q- `T�NG ENG�N�`G CITY OF RENTON COMMUNITY AND ECONOMIC DEVELOPMENT CONSTRUCTION NOTES AND DETAILS DESIGNED AS DATE 09/14/2015 FILE NO. DRAWN MB CHECKED AS SCALE N/A FIELD BOOK PAGE_ APPROVED CIO ZO DIRECTOR OF PUBLIC WORKS SHEET OF I I I I X J Q Y Z3 O DO I I t7 cJ V) O_ 00 M 00 CO O (V N W N t� 3 1 I CO LCj to / W D_ O J rn O CV I M Z O_ D_ O CIO rp In Ln O O O U O_ LO N L.� LO r Q Z> W O a�Lo Q o V E 0 A 1`Y`' O Z Z Uj LO J m o W J 0 (0 W �♦ T' w Q D_ Of w 1� Z +% Q Q) 0 U) O_ D_ O Y L U r 4 �w � CL rn w C 0 Q 0 I �AF m 411 c 0 FL m m 0 �rn o� O o zZ o Q OF�J Q �z wo ]N 0 J J U Z Z = U � z N z O J ° U Z D F 4 o zJ 4 U- U 0 U VI }o 0 0 w Z Z Y O W a w a D U a. to Q (n Q n Q rn 00 \\ w X �� o X 00 mll w ry w Ld z FRAME AND VANED GRATE Zp" 2po 5 S+ 6" OR 12" ONE #3 BAR HOOP FOR 6" HEIGHT TWO #3 BAR HOOPS FOR 12" HEIGHT RECTANGULAR ADJUSTMENT SECTION - ice_ D° #3 BAR EACH CORNEF #3 BAR EACH SIDE #3 BAR EACH ..... PRECAST BASE SECTION #3 BAR EACH CORNER 18" MIN #3 BAR HOOP PIPE ALLOWANCES MAXIMUM PIPE MATERIAL INSIDE DIAMETER REINFORCED OR 12" PLAIN CONCRETE ALL METAL PIPE 15" CPSSP* 12" (STD. SPEC. 9-05.20) SOLID WALL PVC 15" (STD, SPEC. 9-05.12(1)) PROFILE WALL PVC 15" (STD. SPEC. 9-05.12(2)) +� CORRUGATED POLYETHYLENE STORM SEWER PIPE r1 U m 0 NOTES 1. As acceptable alternatives to the rebar shown in the PRECAST BASE SECTION, fibers (placed according to the Standard Specifications), or wire mesh having a minimum area of 0.12 square inches per foot shall be used with the minimum required rebar shown in the ALTERNATIVE PRECAST BASE SECTION. Wire mesh shall not be placed in the knockouts. 2. The knockout diameter shall not be greater than 20". Knockouts shall have a wall thickness of 2" minimum to 2.5" maximum. Provide a 1.5" minimum gap between the knockout wall and the outside of the pipe. After the pipe is installed, fill the gap with joint mortar in accordance with Standard Specification 9-04.3. 3. The maximum depth from the finished grade to the lowest pipe invert shall be 5'. 4. The frame and grate must be installed with the flange down. 5. The Precast Base Section may have a rounded floor, and the walls may be sloped at a rate of 1:24 or steeper. 6. The opening shall be measured at the top of the precast base section. 7. All pickup holes shall be grouted full after the basin has been placed. 8. All grade rings and castings shall be set in mortar in accordance With Standard Specification 9-04.3. SEE NOTE 1 ALTERNATIVE PRECAST BASE SECTION STD. PLAN - 200.00 + PUBLIC WORKS CATCH BASIN TYPE 1 `6 DEPARTMENT �csN tO� MARCH 2O08 4" CONCRETE THICK - SIDEWALK AND RAMP SECTION A -A CURB END SIDEWALK RAMP TRANSITION NOT TO SCALE 6' - MATCH PROPOSED SURFACE 4" HMA CL. 1/2" 2" CRUSHED SURFACE TOP COARSE 4" CRUSHED SURFACE BASE COARSE COMPACTED SUBGRADE CONSTRUCTION NOTES AND DETAILS CATCH BASIN FRAME AND VANED GRATE (DETAIL 204.00) HANDHOLD RECTANGULAR ADJUSTMENT SECTION OR CIRCULAR ADJUSTMENT SECTION O GROUT, TYPICAL (SEE NOTE 5) FLAT SLAB TOP w z Of O 48', 54', 60", 72", 84" OR 96' MORTAR (TYP.) n STEPS OR LADDER > MORTAR FILLET `v � REINFORCING STEEL (TYP.) 12" GRAVEL BACKFILL FOR PIPE ZONE BEDDING T z6" 6" a SEPARATE BASE INTEGRAL BASE CAST -IN -PLACE PRECAST WITH RISER "O" RING iz < GRAVEL BACKFILL FOR 6"= PIPE ZONE BEDDING oc° SEPARATE BASE PRECAST CATCH BASIN DIMENSIONS CATCH BASIN DIAMETER WALL THICKNESS BASE THICKNESS MAXIMUM KNOCKOUT SIZE MINIMUM DISTANCE BETWEEN KNOCKOUTS BASE REINFORCING STEEL Inz/fL IN EACH DIRECTION SEPARATE BASE INTEGRAL BASE 48' 4" 6" 36" W 0.23 0.15 54" 4.5" 8" 42" 8" 0.19 0.19 60" 5" 8" 48" 8" 0.25 0,25 72" 6" 8" 60" 12' 0.35 0.24 84" 8" 12" 72" 12" 0.39 0.29 96' 8" 12" 84" 12" 0.39 0.29 NOTES 1• No steps are required when height is 4' or less. 2. The bottom of the precast catch basin may be sloped to facilitate cleaning. 3- The rectangular frame and grate must be installed with the flange down. The frame may be cast into the adjustment section. 4. Knockouts shall have a wall thickness of 2" minimum to 2.5" maximum. Provide a 1.5" minimum gap between the knockout wall and the outside of the pipe. After the pipe is installed, fill the gap with joint mortar in accordance With Standard Specification 9-04.3. 5. All grade rings, risers, and castings shall be set in mortar In accordance with Corrugated Polyethylene Storm Sewer Pipe (Std. Spec. 9 05.20) Standard Specification 9 04.3. (D (Std. Spec. 9-05.12(1)) (Std. Spec. 9.05.12(2)) + PUBLIC WORKS CATCH BASIN TYPE 2 STD. PLAN - 201.00 DEPARTMENT �NZO MARCH 2O08 PIPE ALLOWANCES CATCH PIPE MATERIAL WITH MAXIMUM INSIDE DIAMETER BASIN DIAMETER CONCRETE ALL METAL CPSSP tD SOLID WALL PVC Q2 PROFILE WALL PVC(D 48" 24" 30" 24" 27" 30" 54" 30" 36" 30" 27" 36" 60" 36" 42" 36" 36" 42" 72" 42" 54" 42" 36" 48" 84" 54" 60" 54" 36" 48" 96" 60" 1 72" 60" 36" 48" RA WING 96 BARS @ 7" SPACING 24" DIAM., 48" DIAM. \\- OR 54" DIAM. HOLE 2" (TYP.) I- 12' T MIN. 1/2" MAX. 84" or 96" FLAT SLAB TOP #5 BARS @ 6" SPACING 24" DIAM., 48" DIAM. OR 54" DIAM. HOLE z" (TYP; �-- �L 1" MIN. 2 112" MAX. 72" FLAT SLAB TOP #4 BARS @ 6" SPACING 20" x 24" OR i 24" DIAM. HOLE r 2" (TYP.) 1" MIN. 2 1/2" MAX. 48", 54", or 60" FLAT SLAB TOP TYPICAL ORIENTATION FOR ACCESS AND STEPS 21 I � (V v ,- 48" MIN. 1 ECCENTRIC CONE SECTION 12" (TYP.) 12" PREFABRICATED LADDER 1 J P=f I!STEP 34" 5 1 6" OR 12" �NE #3 BAR HOOP01- ONE #3 BAR HOOP FOR 6" 4" TWO #3 BAR HOOPS FOR 12"O S' RECTANGULAR ADJUSTMENT SECTION CIRCULAR ADJUSTMENT SECTION 1.0 As an acceptable alternative to rebar, wire mesh having a minimum area of 0.12 square inches per foot may be used for adjustment sections. �Y PUBLIC WORKS MISCELLANEOUS DETAILS FOR STD. PLAN - 204.60 DEPARTMENT DRAINAGE STRUCTURES �IV20 MARCH 2O08 - 2' f 6" MIN 3/4"-1 1/2" WASHED GRAVEL - 6" MIN WRAP INFILTRATION TRENCH W/� FILTER FABRIC TOP AND SIDES 2' WIDE - 6" PERFORATED FRENCH a DRAIN FOR SIDEWALK SECTION C5 NOT TO SCALE Q Q Q 4 4 4 4 \OOOC 000c ADVANCED PRODUCTS AND SYSTEMS CASING SPACER OR APPROVED EQUAL r12" STEEL CASING PIPE r-6" PVC PIPE SIX EVENLY SPACED HOLES ON 10 318" BOLT CIRCLE FOR BOLTING TO FLANGE CONNECTION. -.t LU O --- --- - SEE NOTE 5 L LINE -^- FRONT _ - SIDE _ _ MAXIMUM OPENING OF GATE HANDLE WITH LOCK PIN. C� a ADJUSTABLE LOCK HOOK WITH LOCK SCREW. 0 LIFT HANDLE SHALL BE ATTACHED PER 1" ROD OR TUBING, VARIABLE LENGTH. MANUFACTURER'S RECOMMENDATIONS. LIFT HANDLE NOTES; 1. SHEAR GATE SHALL BE ALUMINUM ALLOY PER ASTM B-26-ZG-32a OR CAST IRON ASTM A48 CLASS 30B AS REQUIRED. 2. GATE SHALL BE 8 IN. DIAM. UNLESS OTHERWISE SPECIFIED. 3. GATE SHALL BE JOINED TO TEE SECTION BY BOLTING (THROUGH FLANGE), WELDING, OR OTHER SECURE MEANS. 4. LIFT ROD: AS SPECIFIED BY MFR. WITH HANDLE EXTENDING TO WITHIN ONE FOOT OF COVER AND ADJUSTABLE HOOK LOCK FASTENED TO FRAME OR UPPER HANDHOLD. 5. GATE SHALL NOT OPEN BEYOND THE CLEAR OPENING BY LIMITED HINGE MOVEMENT, STOP TAB, OR SOME OTHER DEVICE. 6. NEOPRENE RUBBER GASKET REQUIRED BETWEEN RISER MOUNTING FLANGE AND GATE FLANGE. 7. MATING SURFACES OF LID AND BODY TO BE MACHINED FOR PROPER FIT. 8. FLANGE MOUNTING BOLTS SHALL BE 3/81N. DIAM. STAINLESS STEEL. 9. ALTERNATE CLEANOUTISHEAR GATES TO THE DESIGN SHOWN ARE ACCEPTABLE, PROVIDED THEY MEET THE MATERIAL SPECIFICATIONS ABOVE AND HAVE A SIX BOLT, 10 318 IN. BOLT CIRCLE FOR BOLTING TO THE FLANGE CONNECTION. ti� o STD. PLAN - 237.30 PUBLIC WORKS FROP - T - SHEAR GATE DETAIL DEPARTMENT MARCH 2O08 CASING SPACER OR APPROVED EQUAL SPACED ONE EVERY 6 FEET vnln c nA/lr �G END VIEW VOID SPACE SIDE VIEW NOTE: USE ADVANCED PRODUCTS AND SYSTEMS, INC, CASING SPACERS AND END SEALS OR APPROVED EQUAL STEEL CASING DETAIL NOT TO SCALE FILTER FABRIC211 3" PERVIOUS (POROUS) CONCRETE PAVEMENT (1/2"-3/4" AGGREGATE) 2" THICK OF 1/2- AGGREGATE A MINIMUM OF 6" OF FREE DRAINING SUBGRADE (NO COMPACTION) 1"-2" WASHED ROCK TYPICAL PERVIOUS PAVEMENT SECTION NOT TO SCALE NOTE- THE POROUS CONCRETE PAVEMENT SHALL BE PERMEABLE ENOUGH TO ABSORB WATER AT A MINIMUM RATE OF 10 INCHES PER HOUR IMMEDIATELY AFTER THE PAVEMENT SURFACE HAS BEEN WETTED CONTINUOUSLY FOR AT LEAST 10 MINUTES. COMPLIANCE WITH THIS MINIMUM RATE SHALL BE CHECKED PRIOR TO CONSTRUCTION APPROVAL OF THE PAVEMENT. COMPLIANCE MAY BE CHECKED USING A SIMPLE BUCKET TEST IN WHICH 5 GALLONS OF WATER ARE POURED ONTO THE PAVEMENT SURFACE ALL AT ONCE FROM A 5-GALLON BUCKET. IF NOTHING BUT A SCANT AMOUNT OF WATER PUDDLES OR RUNS OFF THE SURFACE, THEN THE PAVEMENT IS CONSIDERED TO MEET THE MINIMUM RATE OF ABSORPTION. IF THIS TEST IS NOT CONCLUSIVE, THEN A 6-INCH RING SEALED AT THE BASE TO THE PAVEMENT SURFACE SHALL BE USED TO MEASURE THE ACTUAL RATE OF ABSORPTION. 1 SAD IN COMPLIANCE WITH CITY OF RENTON STANDARDS P� R RENTON HOTEL PERMIT #U15008433 �F W A Sy1 �6 ' P ENGINEER: BARGHAUSEN CONSULTING ENGINEERS 24661 18215 72ND AVENUE SOUTH S ��1 S T E �� (425)251-6222KENT, WA 2 AL (425)251-8782 FAX 07/26/2019 CONTACT: DAN BALMELLI Q-G,HA�S 1,P Q� `T�HG ENGINr'tG AS -BUILT "CERTIFY THAT THE INFORMATION SHOWN HEREON WHICH WAS AS -BUILT BY BARGHAUSEN CONSULTING ENGINEERS, AND MAY INCLUDE LOCATIONS, ELEVATIONS, DEPTHS, PIPE SIZES, AND AS -BUILT COMMENTS, ACCURATELY REFLECTS EXISTING FIELD CONDITIONS AS DETERMINED BY ME (ALI SADR) OR UNDER MY DIRECT SUPERVISION ON THIS DATE: 07-26-2019." SIGNATURE: �► X ^ oZ C� d f ei CITY OF RENTON COMMUNITY AND ECONOMIC DEVELOPMENT CONSTRUCTION NOTES AND DETAILS DESIGNED AS DATE 09/14/2015 FILE NO. DRAWN M B CHECKED AS SCALE N/A FIELD BOOK PAGE_ APPROVED C11 20 DIRECTOR OF PUBLIC WORKS SHEET OF I I U (n 00 12 00 rn 0 N DO 0) E I- \ Q) C3 co I I Ln In 1-1 a- O J co 0 N I z 0 0 1n 0 i In Ln 0 0 0 In i a; li LO O Z 0 J U 0 a Q W %MM O a: O �C)N Z a:N WLLX ZZC Z�J J era W Cl r O_ a� rr 0 MX4 Z U) C0 C U 4 ~ N4 CL \ N..1 rn c 0 m rn E- 0 0- m F Q o Zz a �J OF Q �Z 0 >N Q O a 0 }o 0 0 w Z Z Y O D w = a 0 0 0 U Q o_ Q Q n Q rn 00 \\ W CNI it \ \ 0 X 0 0 ml l w Sanitary Sewer Notes and Specifications THESE NOTES SHALL APPEAR ON PROJECTS FOR THE WASTEWATER UTILITY. 1. All work and work material shall be in conformance with the standards and specifications of the City of Renton Planning/Building/Public Works Department and the latest edition of the WSDOT/APWA Standards and Specifications, as approved and modified by the City of Renton in the Renton Standard Plans & Specifications. A set of approved plans shall be kept on site at all times during construction. 2. The hours of work in the street right of way shall be per City specifications on weekdays unless otherwise approved in writing by the Planning/Building/Public Works Department. An approved traffic control plan must be obtained prior to beginning any work within public right of way. 3. All locations of existing utilities shown are approximate and it shall be the contractor's responsibility to verify the true and correct location so as to avoid damage or disturbance. 4. A pre -construction conference and a 24 hour notice shall be required prior to starting new construction. It shall be the contractor's responsibility to secure all necessary permits prior to starting construction. (Inspection will be accomplished by a representative of the City of Renton.) It shall be the contractor's responsibility to notify the Public Works inspector 24 hours in advance of backfilling all construction. 5. Contractor is solely responsible for the means, methods and sequences of construction and for the safety of workers and others on the construction site. 6. It shall be the responsibility of the contractor to obtain street use and any other related permits prior to any construction. 7. Plans approved by the City of Renton, Public Works Department shall take precedence over all other plans. 8. A copy of these approved plans must be on the job site whenever construction is in progress. 9. The contractor shall provide the City of Renton with an as -built drawing of the sanitary sewer system, which has been stamped and signed by a licensed professional engineer or licensed professional surveyor. 10. Backfill shall be placed equally on both sides of the pipe in layers with a loose average depth of 6 inches, maximum depth of 8 inches, thoroughly tamping each layer to 95 percent of maximum density. These compacted layers must extend for one pipe diameter on each side of the pipe or to the side of the trench. Materials to complete the fill over pipe shall be the same as described. 11.Open cut road crossings for utility trenches on existing traveled roadway shall be backfilled with crushed rock and mechanically compacted unless otherwise approved by 12. Datum for Vertical Control shall be North American Vertical Datum 1988 Meters, and for Horizontal Control shall be North American Datum 1983/1991 Meters unless otherwise approved by the City of Renton Public Works Department. Reference benchmark and elevations are noted on the plans. 13. All disturbed areas shall be seeded and mulched or otherwise stabilized to the satisfaction of the Department for the prevention of on -site erosion after the completion of construction. 14. All pipe and appurtenances shall be laid on a properly prepared foundation in accordance with the standards and specifications of the City of Renton Planning/Building/Public Works Department and the latest edition of the WSDOT/APWA Standards and Specifications, as approved and modified by the City of Renton in the Renton Standard Plans & Specifications. This shall include necessary leveling of the trench bottom or the top of the foundation material, as well as placement and CONSTRUCTION NOTES AND DETAILS RECORD DRA PROPERTY LINE S-0" o FUTURE 6" BUILDING SEWER PIPE h BUILDING SEWER w Z �2"x TEE WITH 6" SIDE OUTLET 4" STUD MARKING POST PAINTED -' 6"X6' X6" WYE WHITE WITH THE WORD "SEWER" STENCILED } SURFACE CLEANOUT WITH IN 3" HIGH BLACK LETTERS AND #6 WIRE � CAST IRON RING & COVER LOWRAPPED AROUND THE STUD AND a (EAST JORDAN IRON WORKS p 2975 OR APPROVED EQUAL, EXTENDED TO THE TOP OF THE STUD. 0-1 SPECIFY "SEWER" ON LID, 6" SIDE SEWER AND BUILDING SEWER SEE STD, PLAN 403.1 FOR INSTALLATION) ACCEPTABLE PROCEDURES FOR SIDE SEWER CONNECTIONS TO MAIN LINES ARE AS FOLLOWS: A. VITRIFIED CLAY MAIN - CUT IN A NEW SECTION OF SEWER MAIN WITH A NEW TEE USING FLEXIBLE COUPLINGS (FERNCO OR APPROVED EQUAL). B. CONCRETE MAIN - CUT IN A NEW SECTION OF SEWER MAIN WITH A NEW TEE USING FLEXIBLE COUPLINGS (FERNCO OR APPROVED EQUAL). C. PVC MAIN - CORE -DRILLED WITH A ROMAC SADDLE (OR APPROVED EQUAL) OR CUT IN A NEW TEE USING RIGID COUPLINGS. D. DUCTILE IRON MAIN - CORE -DRILLED WITH A ROMAC SADDLE (OR APPROVED EQUAL) E. MANHOLE CONNECTION - ALL CONNECTIONS TO MANHOLES SHALL BE AT MANUFACTURED KNOCK -OUTS OR THE STRUCTURE SHALL BE CORE -DRILLED. 60" ALLOWABLE MAX. FOR CAST IRON PIPE OR DUCTILE IRON PIPE. 00•( 1:3:5 MIX CONCRETE BLOCKING M 2 NOR G� 2% MIN SLOPE ' 6" SIDE OUTLET TEE SEWER 6" MIN. MAIN CONCRETE BLOCKING ANGLE OF TEE AT MAIN OVER 25 ELEVATION SEWER MAIN NOTE: UNLESS OTHERWISE SHOWN ON PLAN, SIDE SEWER SHALL HAVE A MINIMUM 2.5' COVER AT PROPERTY LINE OR 3-5' LOWER THAN THE LOWEST HOUSE ELEVATION, WHICHEVER IS LOWER. HORIZONTAL TYPICAL SIDE SEWER ELEVATION STANDARD SIDE SEWER STD. PLAN - 406.1 * PUBLIC WORKS INSTALLATION ��IvTo� DEPARTMENT (SEWER MAIN TO PROPERTY LINE) JANUARY 2013 compaction of required bedding material, to uniform grade so that the entire length of the pipe will be supported on a uniformly dense, unyielding base. Pipe bedding shall be pea gravel 6 inches above and below the pipe. 15. Sanitary sewer pipe shall be polyvinyl chloride (PVC) rubber gasketed ASTM D 3034, SDR 35, or ductile iron class 50, unless otherwise approved by the Wastewater Utility. 16. In unimproved areas, manhole to extend minimum 6 inches and maximum 12 inches above finished grade or must have minimum 2' diameter concrete ring poured at grade. In paved area, cover must slope in all directions to match paving. Site Preparation and Earthwork The primary geotechnical considerations with respect to earthwork are related to the outdoor parking lot structure excavation, temporary slope construction, and foundation subgrade preparation for the main building structure. The soils encountered in the building excavations should largely consist of loose silt and sand deposits throughout the western portions of the proposed structure which transitions to medium dense to dense native deposits throughout the eastern portions of the proposed structure. The native silt deposits can be characterized as having a generally moderate to high sensitivity to moisture. Excavations As excavation of the outdoor parking lot structure progresses, the soil relative density should generally increase and is expected to exhibit good stability in open cut excavations. Localized perched zones of groundwater seepage should be expected in the outdoor parking lot structure excavations. Overall stability cf the excavation is anticipated to be good, provided appropriate means for sloping or shoring the excavation are utilized. Based on the soil conditions observed at the test sites, the following allowable temporary slope inclinations can be used: • Loose to Medium Dense Native Soil 1 H:1V (Horizontal:Vertical) • Dense to Very Dense Native Soil* 0.511:1V to 0.75H:1V** * Based on data obtained during the subsurface exploration, the native silt soils should become dense to very dense at a depth of approximately five feet below existing grades. ** Steeper temporary slope inclinations of 0.25H:1V may be feasible based on actual conditions encountered, and based on observation and approval by the geotechnical engineer. The geotechnical engineer should observe the excavations and assess the allowable temporary slope inclination based on the soil and groundwater conditions exposed in the excavations. Supplement recommendations for sloping the excavations may be made by the geotechnical engineer based on conditions observed. Structural Fill We anticipate structural fill placement will generally be required behind foundation walls and within utility trench excavations. Structural fill may also be necessary in slab -on -grade areas, Due to the building load and bearing capacity requirements, the building foundations should be founded directly on competent native soils, or two-inch crushed rock immediately underlain by competent native soils (where overexcavation in lieu of aggregate piers is utilized). Where structural fill is utilized outside foundation areas, a suitable granular soil with a moisture content that is at or near the optimum level should be used. The native soils can be considered for use as structural fill provided the soil is at or near the optimum level at the time of placement. The native soils have a moderate to high sensitivity to moisture, and will become unstable if exposed to excessive moisture. If the native soils cannot be successfully compacted, the use of an imported soil may be necessary. Imported soil intended for use as structural fill should consist of a well graded granular soil with a moisture content that is at or near the optimum level. During wet weather conditions, imported soil intended for use as structural fill should consist of a well graded granular soil with a fines content of five percent or less defined as the percent passing the #200 sieve, based on the minus three-quarter inch fraction. Structural fill is defined as compacted soil placed as wall backfill and in slab -on -grade, utility trench, and roadway areas. Soils placed in structural areas should be compacted to a relative compaction of 90 percent, based on the maximum dry density as determined by the Modified Proctor Method (ASTM D-1557-02) and placed in maximum 12 inch lifts. In pavement areas, the upper 12 inches of the structural fill should be compacted to a relative compaction of at least 95 percent. As indicated above, structural fill placed below foundation elements should consist of two-inch crushed rock immediately underlain by competent native soils. AS -BUILT "CERTIFY THAT THE INFORMATION SHOWN HEREON WHICH WAS AS -BUILT BY BARGHAUSEN CONSULTING ENGINEERS, AND MAY INCLUDE LOCATIONS, ELEVATIONS, DEPTHS, PIPE SIZES, AND AS -BUILT COMMENTS, ACCURATELY REFLECTS EXISTING FIELD CONDITIONS AS DETERMINED BY ME (ALI SADR) OR UNDER MY DIRECT SUPERVISION ON THIS DATE: 07-26-2019." SIGNATURE: ITE SPECIFIC DATA PP0,IECT NAME 2335 - 4WIOTT RESIDENCE INN PRWECT LOCATION RENTON, WA STRUCTURE ID TREATMENT REQUIRED VOLUME BASED (CF) 2-YEAR DISCHARGE RATE (CFS) 0.091 TRE4TMENT FILL AVAILABLE (FT) PEAK BYPASS REQUIRED (CFS) - IF APPLICABLE 0-27 PIPE DATA I E. AfATFRIAL DMMFTFR INLET PIPE I 3I 73 PVC 12' INLET PIPE 2 OUTLET PIPE 31.23 PVC 12' PRETREATMENT 810RLTPA 77ON DISCHARGE RIM ELEVATION 40.00 40.00 40.OD SURFACE LOAD PARKWAY PARKWAY PARKWAY FRAME & COVED 030 2.5X4' 024" WETLANOMEDIA VOLUME (CY) 4.79 WETLANDMEDIA DELIVERY ,METHOD PER CONTRACT aI?MICE SIZE (DIA INCHES) W NOTES.- 00U7 PIPE SEE NOTES DRAIN DOWN LINE n, crL 1W7 PIPE SEE NOTES v. VERi1G4L i UNDERDRAIN MANIFOLD UDME-DIA PATENTED BED PL q N VIEW PERIMETER VOID AREA rn. z, INSTALLATION NOTES I 1. CONTRACTOR TO PROVIDE ALL IAHOF, EQUIPMENF, MATERIALS AND INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND - - - - - - A T HNGL GL=,34A APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE MANUFACTURERS SPECIRICATIONS, UNLESS OTHERWISE STATED IN MANUFACTURERS CONTRACT 2. UNIT MUST BE INSTALLED ON LEVEL BASE. MANUFACTURER RECOMMENDS A MINIMUM 6" LEVEL ROCK BASE UNLESS SPECIFIED BY IN THE PROJECT ENGINEER. CONTRACTOR 15 RESPONSIBLE TO VERIFY - - - - - - - f7" PVC PROJECT ENGINEERS RECOMMENDED BA5E SPECIFICATIONS. 12" PVC J. ALL PIPES MIDST BE FLUSH WITH INSIDE SURFACE OF CONCRETE. (PIPES CANNOT INTRUDE BEYOND FLUSH). INVERT OF OUTFLOW PIPE 6. 81_0"6. MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR. ALL GAPS 9._0" AROUND PIPES SHALL BE SEALED WATER TIGHT WITH A NON -SHRINK VIEWVATITI GROUT PER MANUFACTURERS STANDARD CONNECTION DETAIL AND SHALL INTERNAL BYPASS Di5CELEII�1QN : MEET OR EXCEED REGIONAL PIPE CONNECTION STANDARDS. 4. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING TILE DESIGN AND CAPACITY 4F THE PEAK CONVEYAACE VEWD TO BE REVCMD PIPES. AND APPROVED BY THE ENGINEER OF RECORD, Ha(S) Ar P9K flOW SHALL 9E 5. CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL RISERS, ASSESSED T4 ENSURE NO UPSTREAM FLOOONG. PEAK Ha AND BYPASS MANHOLES, AND HATCHES CONTRACTOR TO GROUT ALL MANHOLES AND CAPACITY SHOWN ON DRAWING ARE USED FOR GUIdANCF ONLY LOW INFLOW PIPE DISCLOSURE: HATCHES TO MATCH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE. 6. DRIP OR SPRAY IRRIGATION REQUIRED ON ALL UNITS WITH VEGETATION. IT 1S RECOMMENDED THAT A SUFFICIENT VARA NON IN REVAAON &9*EEN Th'E INLET ANO OUTLET BE PId 400 TO ALLOW [DR ACCUMULATION OF SEDIMENT IN GENERAL NOTES THE PRE-WLAIMENr CHAMBER. FAILURE TO 00 54 94Y RESULT IN BLOCKAGE AT INF40W POINTS AHO"4 MAY CAUSE UPSTREAk FfOLONC. r. YANUFACTURER TO PROVIDE ALL MATERIALS ONLES.S OTHERWISE NOTED, NE PRODL-'T DESCR&IO xar W PROPRIETARY AND CONFIDENTIAL: 2• AL.L DIMENSIONS, ELEVATIONS SPECIRCAT7ONS AND CAPACITIES ARE SUBJECTPE TO sr a+T OR a` CHANGE. FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS E MO rca�owavc rS PArExrs, 74A:64 7,47Q362; 7,574,- PA rTE AFL'+ivdarOl+ ccwrAHrfp w rlas GUFnwnW C rlre sor.[ PROPfkTr of MODULO NETL PS S)VrMS ANr AND ACCESSORIES PLEASE CONTACT MANUFACTURER, a.To SEA- NiArm FOREOV RVW00TCTCh W W OR AS A *a[ H4WT ThE llWREN PAWRS OR NW PATFM$ P41!)W PfA11 51" CF 4RLc+r0 *27L4M 5 a'MTX ,5 PfiVH8aW 12 Y4" 14" % 2»� 1 A" �4rr 1 Y4" RECESSED LIFT POCKET - 11 N.C. SOCKET HD 2" A.C. SCREW 1 Y4" LONG (BRONZE OR S.S.) Y2" x 2" RAISED PADS 77FOAM 6" CONCRETECLASS 3000AND OR XPANDABLE WATER TIGHT PLUG - Ys" 45• (1/8) BEND Y" 2" 2" 12 Y4" II 14rr CAST IRON RING AND COVER 45• (1/8) BEND PIPE MATERIAL AS SPECIFIED BY THE ENGINEER NOTES: 1. 8" AND 6" CLEANOUTS ON SEWER MAINS SHALL BE EAST JORDAN IRON WORKS, INC. No. 3698 OR EQUAL. CLEAN OUT SHALL BE A WATER TIGHT ASSEMBLY. 2. IN UNIMPROVED AREAS, POUR A V-0" THICK, 2'-0" SQUARE CONCRETE, CLASS 3000, PAD AROUND THE RING AND COVER. STD`S Y * � � PUBLIC WORKS 8 OR 6 INCH CLEAN -OUT PLAN - 403.1 DEPARTMENT FOR SANITARY SEWER MAINS SEPTEMBER 2011 IN COMPLIANCE WITH CITY OF RENTON STANDARDS �L1 SApl �F W A Sy �0A 24661E. S��IST��G\�� AL 07/26/2, RENTON HOTEL PERMIT #U15008433 ENGINEER: BARGHAUSEN CONSULTING ENGINEERS 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251-6222 (425)251-8782 FAX CONTACT: DAN BALMELLI 1 MFCH `'�` 4dANrfOLE i i i c 1 --- F3 6 ri m n x 6. 94" RIGHT END VIEW DISCHARG1%1NOFILTRATIQN Z YEARS DISCHARGE RATE (CFS) 0.091 OPERATING HEAD (FT) 2.8 PRETREATMENT LOADING RATE (GPV1SF) 0,8 WETLAND MEDIA nLOAADING DATE (CPMISF) 0.5 !YJ `- WS-L -8-8- V i1 L] M a o UL .4 STORMWA TER B10F1L TRAT101V SYSTEM �FRANDS STANDARD DETAIL {-- W (SEE NOTE 7) LIMITS OF PIPE ZONE BEDDING MATERIAL FOR SANITARY SEWER PIPE O.D. OF PIPE (SEE NOTE 5) FOUNDATION LEVEL 6" BEDDING FOR SANITARY SEWER PIPE NOTES: 1. PROVIDE UNIFORM SUPPORT UNDER BARREL. 2. HAND TAMP UNDER HAUNCHES. 3. COMPACT BEDDING MATERIAL TO 95% MAX. DENSITY EXCEPT DIRECTLY OVER PIPE. HAND TAMP ONLY. 4. PIPE INSTALLATION SHALL BE PER SECTION 7-08 OF THE STANDARD SPECIFICATIONS. 5. PIPE ZONE MATERIAL SHALL BE "GRAVEL BACKFILL FOR DRAINS" AS SPECIFIED IN THE AGGREGATES SECTION OF THE STANDARD SPECIFICATIONS OR PEA GRAVEL. 6. PIPE MUST BE ANCHORED IN SUCH A MANNER AS TO ENSURE FLOW LINE IS MAINTAINED. 7. TRENCH WIDTH SHALL BE PER SECTION 2-09.4 OF THE STANDARD SPECIFICATIONS. Y STD. PLAN - 405 * _®+ PUBLIC WORKS PIPE BEDDING DEPARTMENT FOR SANITARY SEWERS OCTOBER 2012 Vq,HAV� m 2 o / v 2 2tP iii,' a Q- Co 1 `T/HG ENG%0:` CITY OF RENTON COMMUNITY AND ECONOMIC DEVELOPMENT CONSTRUCTION NOTES AND DETAILS DESIGNED AS DATE 09/14/2015 FILE NO. DRAWN M B CHECKED AS SCALE N/A FIELD BOOK PAGE_ APPROVED C1L 20 DIRECTOR OF PUBLIC WORKS SHEET OF J Q O m I I a U co 0o O N 00 E a 0 rri I I LO i w 0 0 N I r� z O m 0 0 LO i O CD CD LO o_ a� i� LO LO r 0 to L0 Ln O m O U a W Q W /_ Z a: C) O �C)N Lo Z IIr N WU_X Z Z U) ZOa CCMJ W �4< WM� r m m rn n o m �o� o J zz :D � Q OF Q E_ a >a o U N }o 0 0 w Z Z Y O 0_ v) (n a D- a- rn 00 \\ w W �� o X 0 0 I •• E. w z Ln p w z u_ WATER PLAN GENERAL NOTES Standard Plan No. 300 1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE CITY OF RENTON PUBLIC WORKS STANDARD SPECIFICATIONS AND SPECIAL PROVISIONS AND WSDOT / APWA STANDARD SPECIFICATIONS, LATEST EDITION AS AMENDED BY THE CITY OF RENTON. A SET OF CITY APPROVED PLANS SHALL BE KEPT AT THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. A PRE -CONSTRUCTION CONFERENCE SHALL BE HELD PRIOR TO THE START OF CONSTRUCTION. THE CONTRACTOR AND OR DEVELOPER SHALL BE RESPONSIBLE FOR SECURING ALL NECESSARY PERMITS PRIOR TO CONSTRUCTION. 2. ALL EXISTING UTILITIES SHALL REMAIN IN SERVICE DURING CONSTRUCTION UNLESS OTHERWISE NOTED. THE CONTRACTOR SHALL CALL 1-800-424-5555 TO VERIFY UTILITY LOCATIONS BEFORE BEGINNING EXCAVATION. 3. ALL MATERIALS USED FOR THE CONSTRUCTION OF WATER SYSTEM IMPROVEMENTS SHALL BE NEW AND UNDAMAGED, AND "CATALOG CUTS" FOR ALL MATERIALS SHALL BE APPROVED IN WRITING BY THE CITY OF RENTON PRIOR TO BRINGING ANY MATERIALS ON -SITE. 4. ALL WATER MAIN PI PE PE MATERIALS SHALL BE CEMENT LINED DUCTILE IRON PIPE, THICKNESS CLASS 52 PER AWWA C 151 AND C 104. PIPE JOINTS SHALL BE PUSH -ON OR MECHANICAL JOINT. CAST IRON OR DUCTILE IRON PIPE FITTINGS SHALL BE CLASS 250 AS PER ANSI/AWWA C110/A21.10-82. ALL DUCTILE IRON PIPE AND FITTINGS SHALL BE WRAPPED WITH 8-MIL BLACK, TUBE -TYPE, POLYETHYLENE PLASTIC PER AWWA C105 STANDARDS. 5. MINIMUM COVER FROM TOP OF WATER MAINS TO FINISHED GRADE SHALL BE 36 INCHES FOR PIPE DIAMETER OF 104NCH OR LESS AND 48 INCHES FOR PIPE DIAMETER OF 12-INCH AND LARGER. MAXIMUM COVER FOR ALL WATER MAINS SHALL BE 60 INCHES. ANY DEVIATIONS MUST BE APPROVED BY THE CITY OF RENTON PRIOR TO CONSTRUCTION. WHERE UTILITY CONFLICTS OCCUR, THE PROFILE OF THE WATER MAIN SHALL BE ADJUSTED AS NECESSARY TO CLEAR CONFLICTS AND TO PROVIDE MINIMUM COVER. PIPE DEFLECTION SHALL NOT EXCEED ONE-HALF OF PIPE MANUFACTURER'S SPECIFICATION FOR SIZE OF PIPE USED. ALL TRENCH BACKFILL SHALL BE COMPACTED TO 95 PERCENT MAXIMUM DRY DENSITY AS DETERMINED BY THE MODIFIED PROCTOR TEST METHOD (MDD) IN ROADWAYS, ROADWAY SHOULDERS, ROADWAY PRISM AND DRIVEWAYS, AND 85 PERCENT MDD IN UNPAVED AREAS. ALL PIPE ZONE COMPACTION SHALL BE 95 MDD. 6. CONCRETE BLOCKING FOR WATER MAINS SHALL BE DESIGNED, INSTALLED AND POURED IN PLACE IN ACCORDANCE WITH CITY OF RENTON STANDARD DETAILS AND SPECIFICATIONS AND SHALL BE INSTALLED AT ALL VERTICAL AND HORIZONTAL BENDS, FITTINGS AND BASE OF HYDRANTS. MEGA -LUGS (OR SIMILAR PRODUCT) MAYBE REQUIRED ON ALL MECHANICAL JOINTS IN ADDITION TO CONCRETE BLOCKING. 7. ALL NEW WATER MAIN PIPES AND FITTINGS SHALL HAVE A FOAM PIPE PIG RUN THROUGH THEM PRIOR TO BEING FLUSHED, DISINFECTED, AND TESTED. CLEANING, PRESSURE AND PURITY TESTING SHALL BE DONE IN THE PRESENCE OF AND UNDER THE SUPERVISION OF A CITY OF RENTON UTILITY INSPECTOR. THE CONTRACTOR SHALL SUPPLY, INSTALL AND REMOVE PLUGS, CORPORATION STOPS, BLOW -OFF ASSEMBLIES, AND THRUST RESTRAINT / BLOCKING FOR TESTING AND PURITY ACCEPTANCE. NO CONNECTION SHALL BE MADE BETWEEN THE NEW MAIN OR BETWEEN THE NEW WET -TAP VALVE TO AN EXISTING MAIN UNTIL THE NEW PIPING HAS BEEN FOAM -PIGGED, DISINFECTED, FLUSHED, AND PASSED BOTH PRESSURE AND PURITY TESTING. 8. NEW WATER MAINS INCLUDING SERVICE LATERALS SHALL BE TESTED AT A STATIC PRESSURE OF 150 PSI ABOVE WORKING PRESSURE WITH A MINIMUM OF 225 PSI TEST PRESSURE FOR 120 MINUTES WITH A MAXIMUM OF 5 PSI PRESSURE DROP DURING THE ENTIRE TEST PERIOD. UPON SATISFACTORY COMPLETION OF THE PRESSURE TEST, THE LINE SHALL BE DISINFECTED, FLUSHED, AND THEN WATER SAMPLES SHALL BE TAKEN FOR PURITY TESTING BY THE PUBLIC WORKS INSPECTOR. 9. THE CONTRACTOR SHALL NOTIFY THE CITY OF RENTON WATER UTILITY AND MAINTENANCE DEPARTMENTS AT LEAST 10 WORKING DAYS PRIOR TO MAKING CONNECTIONS TO THE EXISTING WATER SYSTEM. THE CONTRACTOR SHALL EXPOSE THE EXISTING WATER MAIN AND FITTINGS AT THE CONNECTION POINT BEFORE ORDERING THE NECESSARY ADAPTORS AND FITTINGS REQUIRED FOR THE FINAL CONNECTION. THE CONTRACTOR SHALL EXCAVATE, REMOVE ALL SURFACE MATERIALS, AND PROVIDE SHORING AND ALL MATERIALS REQUIRED FOR THE CITY OF RENTON TO PERFORM THE CONNECTION TO THE EXISTING WATER SYSTEM. THE CONTRACTOR SHALL PROVIDE AND INSTALL BACKFILL, CONCRETE BLOCKING, AND COMPLETE SURFACE RESTORATION. STD. PLAN - 300.0 ®� PUBLIC WORKS WATER PLAN GENERAL. NOTES DEPARTMENT MARCH 2O10 Utility Specifications Water Utility Notes and Specifications THESE NOTES SHALL APPEAR ON PROJECTS FOR THE WATER UTILITY. 1. All work material shall be in conformance with the standards and specifications of the City of Renton Planning/Building/Public Works Department and the latest edition of the WSDOT/APWA Standards and Specifications, as approved and modified by the City of Renton in the Renton Standard Plans & Specifications. A set of approved plans shall be kept on site at all times during construction. 2. The hours of work in the street right of way shall be limited to 8:30 AM to 3:30 PM on weekdays unless otherwise approved in writing by the Public Works Department at (425) 430-7301. The Police Department, Fire Department, and 911 shall be notified 24 hours in advance of any work in the right of way. 3. All locations of existing utilities shown are approximate and it shall be the contractor's responsibility to verify the true and correct location so as to avoid damage or disturbance. For utility locates call 48-hour locators 800-424-5555. 4. An approved Traffic Control Plan is required to be submitted at the Pre -Construction meeting. 5. Datum for Vertical Control shall be North American Vertical Datum 1988 Meters, and for Horizontal Control shall be North American Datum 1983/1991 Meters unless otherwise approved by the City of Renton Public Works Department. Reference benchmark and elevations are noted on the plans. 6. All watermain pipe is to be cement lined ductile iron pipe conforming to AWWA C110 and C111 or latest revision, thickness Class 52. Cement mortar lining and seal coating shall conform to AWWA C104 or latest revision. Pipe joints to be push -on or mechanical joint. Bedding to be Class C. All ductile iron pipe and fittings shall be polyethylene wrapped per ANSI/AWWA C105/A21.5-93 Standards. 7. Cast iron and ductile iron fittings shall be cement lined, pressure rated as noted on plans, and in accordance with ANSI/AWWA C110/A21.10-87. Cement lining shall be in accordance with ANSI/AWWA C104/421/4-90. If fittings are 3 to 12 inches in diameter and have mechanical joints, the fittings shall in accordance with either ANSI/AWWA C110-A21.10-87 or ANSI/AWWA C153/A21.53-94. Three (3) inch to 12 inch diameter fittings, which have mechanical joints and/or flanged joints, shall be in accordance with ANSI/AWWA C110/A21.10,87 or a combination of ANSI/AWWA C110/A21.10.87 and ANSI/AWWA C153/A21.53-94 such that the portion of the fitting with a mechanical joint(s) may be with ANSI/AWWA C153/A21.53-94 and that portion of the fitting with flanged joint(s) shall be in accordance with AWWA C110/A21.10-87. Acceptance testing in accordance with section 53.53 of ANSI/AWWA section 10-4.3 of ANSI/AWWA C110/A21.10-87 shall be obtained by the contractor and transmitted to the owner. 8. Gate valves shall be iron body, bronzed -mounted, double disc with bronze wedging device and 0-ring stuffing box (AWWA C500) or of resilient seated type (AWWA C509). CONSTRUCTION NOTES AND DETAILS RECORD DRAWING Valves shall be designed for a minimum water operating pressure of 200 psi. Gate valves shall be Clow List 14, Mueller Company NO. A2380 or M & H. 9. Fire hydrants shall be Corey type (opening with the pressure) or compression type (opening against pressure) conforming to AWWA C-502-85 with a 6 inch mechanical joint inlet and a main valve opening (M.V.O.) of 5-1/4 inch, two 2-1/2 inch hose nozzles with National Standard Threads 7-1/2 threads per inch and one 4 inch pumper nozzle with the new Seattle Pattern 6 threads per inch, 60 degrees V. Threads: outside diameter of male thread 4.875 and root diameter 4.6263. Hydrants shall have a 1-1/4 inch pentagon operating nut opened by turning counter clockwise (left). 10. The two 2-1/2 inch hose nozzles shall be fitted with cast iron threaded caps with operating nut of the same design and proportions as the hydrant stem nut. Caps shall be fitted with suitable neoprene gaskets for positive water tightness under test pressures. 11. The 4 inch pumper nozzle shall be fitted with a Storz adapter, 4 inch Seattle Thread x 5 inch Storz. Storz adapter shall be forged and/or extruded 6061-T6 aluminum alloy, hardcoat anodized. Threaded end portion shall have no lugs and two set screws 180 degrees apart. Storz face to be metal, no gasket to weather. Storz cap to have synthetic molded rubber gasket, and shall be attached to hydrant adapter with 1/8 inch, coated, stainless steel, aircraft cable. 12. Fire hydrants shall be painted .with two coats of paint. Preservative paint number 43- 655 safety yellow or approved equal. 13. Pumper connection to face roadway assembly. 14. Fire hydrants shall be installed per City of Renton Standard Detail for fire hydrants, latest revision. 15. All watermains 10 inches and smaller to maintain a minimum cover of 36 inches below finish grade. All watermain 12 inches and larger shall be at a minimum of 48 inches below finish grade. Where utility conflicts occur, watermains are to be lowered to clear. 16. All watermains 6 inches and larger in diameter shall be cleaned with pipe cleaning "PIGS" prior to disinfection. The `Poly pigs" shall be Girard Industries Aqua Swab -AS or approved equal, 2 lb/cu. ft. density foam with 90A durometer urethane rubber coating on the rear of "PIG" only. 17. "PIGS" shall be cylinder shaped with bullet nose or square end. The contractor will perform the cleaning operation. 18. All watermains and services shall be pressure tested to a minimum of 200 psi or 150 psi over operating atln e pressure, In accordance p g p with the specifications of the City of Renton and the Washington State Health Department. All pressure testing shall be done in the presence of a representative of the City of Renton. The quantity of water lost from the Standard Plans & Specifications 7-11.3(11). The loss in pressure shall not exceed 5 psi during the 2 hour test period. 19. All watermains and services shall be disinfected by the injection of a 50 ppm (minimum concentration) chlorine/water solution. Dry Calcium Hypochlorite shall NOT be placed in the pipe as laid. Chlorine shall be metered/injected in accordance with Section 7- 11.3(12)E or 7-11.3(12)F of the Standard Specifications referenced above. 20. A pre -construction conference is required prior to any construction. A minimum of five (5) working days notice is required for scheduling. 21. Twenty-four (24) hours notice will be required prior to starting new construction. 22. It shall be the contractor's responsibility to secure all necessary permits prior to starting construction. 23. Installation of corporate stops, water services, lines and meters shall not be done until all service agreements, meter applications, construction permits, and payment of fees have been made to the City of Renton. 24. All connection to existing mains is to be accomplished by the City of Renton, except wet taps, which may be made by approved wet tap contractors with prior approval from the Public Works Department. All necessary excavation and materials are to be supplied by the contractor and be on -site prior to City notifications. 25. Inspection will be accomplished by a representative of the City of Renton. It shall be the contractor's responsibility to notify Development Services twenty four (24) hours in advance of backfilling all construction. The contractor, as well as the engineers, shall keep as -built drawings. 26. Contractor to provide plugs and temporary blow -off assemblies for testing and purity acceptance prior to final tie-in. 27. All joint restraint systems (shackle rods, nuts, bolts, etc.) shall be as manufactured by the Star Manufacturing Company of Columbus Ohio, or equal, approved in writing by the Public Works Department. 28. Asphalt and concrete street paving shall be sawcut to a minimum depth of two (2) inches. Oil mat streets may be spade cut. All surface concrete, pavement, sidewalks, curb, gutters, and driveway approaches shall be sawcut to a minimum depth of two (2) inches or removed to an existing expansion joint. 29. A temporary cold mix asphalt patch shall be placed on the day of initial excavation with a permanent, sealed patch to be placed, to City of Renton policy, within 10 days. Call for subgrade inspection prior to placement of final patch. 30. For City projects such as telemetry conduit, the PVC pipe used shall be All chemical process lines shall be schedule 80 PVC pipe. Schedule 40 in unimproved areas and schedule 80 PVC pipe under improved areas. n v a CAP 'I 22-1/2° BEND TEE 45' BEND 90° BEND THRUST BLOCK BEARING AREA IN SQUARE FEET (SEE NOTES) FOP. HORIZONTAL AND DOWNWARD VERTICAL BENDS SOIL FIRM SILT OR FIP.M SILTY SAND COMPACT SAND COMPACT SAND & GRAVEL 9Q° 45' REND 11 1 4° / 90° 45° BEND 'I1 1 ' /4 90' 45° BEND 11 1/4' FITTING BEND TEE CAP OR PLUG & 22 1/2' BEND TEE CAP OR PLUG & 22 1/2' BEND TEE CAP OR PLUG & 22 1/2° BEND BEND BEND 4" 7.0 4.2 4.2 1,7 2.9 2.1 2.1 1.0 2,2 1.6 1.6 1.0 6" 13.3 9.4 9.4 3.8 6.7 4.7 4.7 1.9 5,0 3.5 3.5 1.4 8" 23.3 16.7 16.7 6.7 11.7 8.4 8.4 3.4 8.8 6.3 6.3 2.5 2" 53.0 7 37.5 7 3 .5 15.0 26.5 18.8 18.8 7.5 20.0 14,0 14.0 5.6 AREAS CALCULATED ON 300 PSI TEST PRESSURE. 3'-O" MIN. COVER FOR WATERMAIN LESS THAN 12". 4'-0" MIN. COVER, FOR WATERMAIN 12" OR GREATER. MAX. HEIGHT OF THRUST BLOCK (FT) = 0.5 x DEPTH OF TRENCH MIN. HEIGHT OF THRUST BLOCK (FT) = Q.D. PIPE + 1.0' TRUST BLOCK BE, ZEA REFERS TO ,CE OF BLOCK MI IN SQUARE FEET NOTES 1. LOCATION AND SIZE OF BLOCKING FOR PIPE LARGER. THAN 12"DIAMETER AND FOR SOIL TYPES DIFFERENT THAN SHOWN SHALL BE DETERMINED BY THE ENGINEER. 2. ALL BLOCKING SHALL BE POURED IN PLACE AGAINST UNDISTURBED NATIVE GROUND. 3. ALL POURED THRUST BLOCKS SHALL BE BACKFILLED AFTER MIN. 1 DAY. PRESSURE TESTING SHALL OCCUR AFTER CONCRETE HAS REACHED NOMINAL COMPRESSIVE STRENGTH. 4. ALL BLOCKING SHALL BE CONCRETE CIE 5 (1-1/2"). 5. BLOCKING AGAINST FITTINGS SHALL BEAR AGAINST THE GREATEST FITTING SURFACE AREA POSSIBLE, BUT SHALL NOT COVER OR ENCLOSE BELL ENDS, JOINT BOLTS OR GLANDS REASONABLE ACCESS TO BOLTS AND GLANDS SHALL BE PROVIDED. CONCRETE BLOCKING FOR STD. PLAN - 330.2 PUBLIC WORKS + . DEPARTMENT HORIZONTAL AND DOWNWARD �,- VERTICAL BENDS MARCH 2O10 IN COMPLIANCE WITH CITY OF RENTON STANDARDS PRECAST CONCRETE VAULT WITH 3 - 3'x 3' HINGED I STE A R N E_ PLATE TE COVERS. DIMENSIONS 5'-8"x 11'-2"x "-2" EQUAL TO UTILITY VAULT OR EQUAL TOUCH READ PIT LID SENSOR - MOUNTED ON STEEL PLATE COVER THROUGH 2" DIA. DRILLED HOLE IN COVER. THE BY-PASS ASSEMBLY SHALL BE INCLUDED AS PART OF THE DETECTOR DOUBLE CHECK VALVE ASSEMBLY. Y. SE 5/8%3/4" SENSUS SRII (TR/PL) METER-� WITH ICE REGISTER. CITY PRIVATE ONE EACH SIDE 4" ADAPTER, FL x SCREWED 4%4%6" BULL HEAD TEE, FL. 6" PIPE FL.x FL, 2'-0" LOWC., z PIPING PIPING TEE (MJ x FL) r 3-2" •' CATE VALVE (FL x MS) ..12-' s'- 8" 18" FOR 70" ASSEMBLY 17 1/2" FOR 8" ASSEMBLY 18 1/2" FOR 6" ASSEMBLY ` 1r- +--iu air rn Nin v 12" ALL AROUND j 2 6 CONCRETE BLOCKING •, •:-..� ,>._ 7,_ ALL DETECTOR DOUBLE CHECK VALVE 10", 8" OR 6" FI P,E, ASSEMBLIES SHALL INCLUDE RESILIENT' SEATED SHUTOFF VALVES AND TEST P A N PIPE WITH COLLAR 18" COCKS. AND APPROVED } FROM P.E. CROSS -CONNECTION CONTROL 10"- 3'-8" LONG ASSEMBLIES PER DEPARTMENT OF 8"- 3'-6" LONG HEALTH LATEST APPROVED LIST. 6"- 4'-0" LONG DOUBLE CHECK VALVE ASSEMBLY INCLUDES TWO RESILIENT SEATED SHUTOFF VALVES. 10", 8", OR 6" FLANGED COUPLING ADAPTER EQUAL TO ROMAC. -_ • 1 `I`l � III Ilr'�- Ili 11SM l' .�11 TOUCH READ PIT LID SENSOR MOUNTED ON STEEL PLATE COVER THROUGH 2" DIA. NOTE: DRILLED HOLE IN COVER. 1, LOCATE VAULT IN PLANTING AREA, NOT IN PAVING. 2. 4" AND LARGER BENDS AND TEES TO BE CAST IRON CEMENT LINED. 18" FOR 10" ASSEMBLY 17 3. TEMPORARY SUPPORT SHALL BE PROVIDED UNDER 1/2" FOR 8" ASSEMBLY '18 VALVES AT THE TIME OF INSTALLATION TO CENTER 1/2" FOR 6" ASSEMBLY -- -- THE PIPE IN VAULT OPENING. AFTER COMPLETE 5/8"x3/4" INVENSYS INSTALLATION REMOVE THE TEMPORARY SUPPORT TP,-PL METER NTH 7'-2" AND INSTALL ADJUSTABLE PIPE SUPPORT. ICE REGISTER 4. INSTALL GALVANIZED LADDER FOR ACCESS. 6" MIN. DRAIN TO DAYLIGHT OR STORM DRAIN SYSTEM WITH 5. AFTER FIELD INSTALLATION, MAIN DDCVA AND CATCH BASIN OR MANHOLE BY-PASS DCVA MUST BE TESTED SATISFACTORILY BY A DEFT. OF HEALTH CERTIFIED BACKFLOW ASSEMBLY TESTER. TEST REPORT TO BE SUBMITTED TO CITY OF RENTON WATER UTILITY ENGINEERING DEPT. PRIOR TO ACTIVATION OF NEW LINE. 4% 2 1/2" FIRE DEPARTMENT DOUBLE CONNECTION FOR STAND PIPE WITH BREAKABLE CAST IRON HOSE CAPS. ONE EACH SIDE EQUAL TO GRINNEL FIG. 1682 WITH HOSE CAPS FIG. 1333. - 6" SWING TYPE GRAVITY OPERATED CHECK. VALVE, FL. EQUAL TO MUEI_I_ER CO. A-2600-6 WITH BALL DRIP VALVE AT BOTTOM INSTALL EPDXY NON -SHRINK GRO UT T TYP. 6" PIPE, FL.x FL. 3'O" LONG 6"& T ASSEMBLY. 6" SHORT m RADIUS 90' BEND FL. 10' ASSEMBLY 90' 8' X6" REDUCING BEND FL. TO BUILDING DEADMAN BLOCK REQUIRED. Z10",8",6" FL x MJ ADAPTOR 10" ASSEMBLY 10"x1O%8"TEE FL. 8" ASSEMBLY 8%8"4" TEE, FL. 6" ASSEMBLY 6'x6"x6' TEE, FL. 10", 8", OR 6" GATE VALVE, FL,x MJ, WITH INDICATOR POST. INDICATOR POST VALVE SAME SIZE AS DOUBLE CHECK VALVE (MUELL.ER CO. OR EQUAL), PAINTED RED. 10", 8", OR 6" DUCTILE IRON CLASS 52 NIPPLE PIPE, CEMENT LINED, LENGTH TO FIT. 3" 36 6" PIPE r FL_ x�SCREN! 2'-6" 3'�2' I 6" 90° BEND FL. - GALVANIZED STEEL LADDER COMPACTED FOUNDATION --/ 6. INSTALL BRASS y," FLARE TEST COCKS WITH Y,," GRAVEL FLARE CAPS. ADJUSTABLE STEEL PIPE SUPPORT, STANCHIONS BOLTED TO FLOOR. END VIEW 6"18" & 10" DOUBLE DETECTOR CHECK STD. PLAN - 360.2 PUBLIC WORKS DEPARTMENT ASSEMBLY WITH STANDPIPE OUTSIDE �N�o• INSTALLATION MARCH 2O10 AS -BUILT "CERTIFY THAT THE INFORMATION SHOWN HEREON WHICH WAS AS -BUILT BY BARGHAUSEN CONSULTING ENGINEERS, AND MAY INCLUDE LOCATIONS, ELEVATIONS, DEPTHS, PIPE SIZES, AND AS -BUILT COMMENTS, ACCURATELY REFLECTS EXISTING FIELD CONDITIONS AS DETERMINED BY ME (ALI SADR) OR UNDER MY DIRECT SUPERVISION ON THIS DATE: 07-26-2019." SIGNATURE: ( �^ 01 U C/ I CITY OF RENTON COMMUNITY AND ECONOMIC DEVELOPMENT Pot AA�R RENTON HOTEL PERMIT #U15008433 �V 0 ti� m >>�►,�, . 2 CONSTRUCTION NOTES AND DETAILS z ENGINEER: MARRIOTT RESIDENCE INN BARGHAUSEN CONSULTING ENGINEERS n / \ o = 2466O DESIGNED AS 1 18215 72ND AVENUE SOUTH .y , DATE 09/14/2015 FILE NO. � KENT, WA 98032 sG j� �� ° �' DRAWN MB ss/0NAL F(425)251-6222 `TANG ENG�N�� CHECKED AS SCALE N/A FIELD BOOK PAGE_ (425)251-8782 FAX 07/26/2019 CONTACT: DAN BALMELLI APPROVED C13 20 DIRECTOR of PUBLIC WORKS SHEET OF I I U 1n DD 00 m 0 N W CID 0 I I Ln Ln O J GO 0 N I z O 0 co co In Ln i U) 0 0 0 i L.� In L0 O Z m O 7 W U m Q Z W > O H Q V N 0 Z IIr N cc W LL X ZZC to LO m W ` J } W C'7 r U a w 1� N 0 U) a a O L F� U F--1 �4 \ rn w c 0 - U U I 73 m rn rn m Q a'm o� O H J zz a �J Q Ur Q �Z 0 >Fx 0 J J U U K z S U o z J z U o U z o o z J Q � U m p 6 3 (Yi ' w m a N � � U Q (n Q N Q d Q lT 00 r \ r \ LLI to r- Ld \ 0 X X O O Z O_ N J N m N Q Q w Ld `� O J � Z u- FIRE HYDRANT SHALL BE COREY-TYPE EQUAL_ TO IOWA F-5110 OR COMPRESSION TYPE SUCH AS CLOW MEDALLION; M & H 929, MUELLER SUPER CENTURION 200, AND WATEROUS PACER WITH 6" MECHANICAL JOINT INLET WITH LUGS. 5-'1/4" MAIN VALVE OPENING. TWO 2-1/2" HOSE CONNECTIONS NATIONAL STANDARD THREADS. 4" PUMPER CONNECTION CITY OF SEATTLE THREADS WITH A STORZ ADAPTOR, 4,875" SEATTLE THREAD X 5" STORZ, ATTACHED WITH 1/8" STAINLESS STEEL CABLE. 1-1/4" PENTAGON OPERATING NUT. FIRE HYDRANT TO BE PAINTED WITH TWO COATS OF PAINT. KELLY-MOORE/PRESERVATIVE PAINT No. 5780-563 DTM ACRYLIC GLOSS, SAFETY YELLOW OR APPROVED EQUAL. PUMPER. CONNECTION TO FACE ROADWAY OR AS DIRECTED BY RENTON FIRE DEPARTMENT. FIRE HYDRANT EXTENSION TO BE USED IF REQUIRED. MIN. 18" TO 20" BEHIND BACK OF CURB OR 12" BEHIND BACK OF 3' SIDEWALK THAT IS ADJACENT TO CURB 4.875" x 5" STORZ Vx5x6" THICK CONCRETE PAD AROUND HYDRANT. FINISH TO MATCH SIDEWALK EXPANSION JOINT AT 2" BACK OF SIDEWALK /-CONCRETE SIDEWALK OR PLANTING STRIP 36" MIN COVER (L o O v CONCRETE THRUST BLOCK MAIN LINE TEE. WITH 6" FLANGE SIDE OUTLET. 6" GATE VALVE (FL X MJ) AWWA C-509, RESILIENT SEAT 6" DUCTILE IRON PIPE, CLASS 52 CEMENT LINED, LENGTH TO FIT 2-3/4" COR-TEN STEEL TIE RODS. 1/2 YARD OF 1-1/4" WASHED DRAIN ROCK V ABOVE BOOT FLANGE. PLACE 8 MIL POLYETHYLENE FILM AROUND TOP AND SIDES OF GRAVEL. FIRE HYDRANT ASSEMBLY LEVEL ALL GROUND LEVEL ALL GROUND MIN 3' RADIUS IN 3' RADIUS 16" x 8" x 4" MININUM CONCRETE BEARING BLOCK UNDER HYDRANT WHE ff-Ilm- 6" CONCRETE PAD TWO-PIECE CAST IRON VALVE BOX WITH LUG TYPE COVER. EQUAL TO OLYMPIC FOUNDRY CO. STANDARD 8" TOP SECTION WITH REGULAR, BASE SECTION LENGTH TO FIT. VALVE NUT EXTENSION AS REQUIRED. RAISED PAVEMENT MARKER TYPE 88-A STIMSONITE TWO-WAY BLUE REFLECTIVE CONCRETE BLOCKING ONE MAN ROCK- 1 6 6" CONCRETE PAD CUT FI LL HYDRANT LOCATION IN CUT OR FILL Otis Y ° STD. PLAN - 310.1 + PUBLIC WORKS FIRE HYDRANT ASSEMBLY DEPARTMENT MARCH 2O10 12" M: 18" M� SEE A A PLAN VIEW WATER SECTION A -A VALVE BOX LID WITH EARS IN DIRECTION OF 2" SQUARE WATER MAIN AND WORD OPERATING NUT "WATER" CAST INTO IT CONCRETE COLLAR. FOR LVES IN PAVED AREAS 4-1/4" DIA. 1/8" MIN. THICKNESS 'IECE CAST IRON VALVE X, RICH-SEATTLE TYPE OLYMPIC FOUNDRY 1" STEEL LENGTH AS REQUIRED 1/8" MIN. THICKNESS ` 2-1/4" INSIDE MEASUREMENT 2-1/4" DEPTH VALVE OPERATING NUT EXTENSION VALVE OPERATION NUT EXTENSION NOTE: EXTENSIONS ARE REQUIRED WHEN VALVE NUT IS MORE THAN 1HREE (3) FEET BELOW FINISHED GRADE. EXTENSIONS ARE TO BE A MINIMUM OF ONE (1) FOOT LONG. ONLY ONE EXTENSION TO BE USED PER VALVE. NOTE: ALL EXTENSIONS ARE TO BE MADE OF STEEL, SIZED AS NOTED, AND PAINTED WITH TWO COATS OF METAL PAINT. VALVE MARKER NOTES: VALVE MARKERS SHALL BE EQUAL TO CARSONITE UTILITY MARKER VALVE MARKER POST TO BE USED FOR ALL MAIN LINE VALVES OUTSIDE PAVED AREAS VALVE MARKER POST ti� Y O + s®� PUBLIC WORKS VALVE BOX, MARKER & OPERATING �NTo� DEPARTMENT NUT EXTENSION WHITE PO CONSTRUCTION NOTES AND DETAILS ff MARKER MARKER 11 I ° I { o I ° TWO LANE ROAD OFFSET MARKER TO INDICATE WHICH SIDE OF STREET HYDRANT IS ON (4" FROM DOTS OR PAINTED LINE) MARKER T FOUR LANE ROAD OFFSET MARKER TO INDICATE WHICH SIDE OF STREET HYDRANT IS ON (4" FROM DOTS OR PAINTED LANE DIVIDER.) HYDRANT MARKERS 4„ RAISED PAVMENT MARKER TYPE 88 AB STIMSONITE TWO-WAY (BLUE) RECORD DRAWING r MARKER i� ON SIDE STREETS WHERE THE HYDRANT IS WITHIN 20' OF A MAIN TRAVELED STREET, THE MARKER IS TO BE INSTALLED ON THAT MAIN STREET MARKER ° ° FIVE LANE ROAD OFFSET MARKER TO INDICATE WHICH SIDE OF STREET HYDRANT IS ON (4" FROM DOTS OR PAINTED LANE DIVIDER) STD. PLAN - 310.3 • PUBLIC WORKS DEPARTMENT HYDRANT MARKER LAYOUT MARCH 2O10 REGISTER SHALL BE TOUCH READ PIT LID 4" POST INDICATOR VALVE (TR-PL) AND BE INTELLIGENT COMMUNICATION (MJxMJ) PAINTED BLUE ENCODER TYPE (ICE). METER MUST READ IN 2-3/4" SHACKLE RODS PER CITY CU. FT. OF RENTON SPECIFICATIONS 4" 90' BEND (MJ) -\ r 4" 90' BEND (MJ) INSTALL IN TEST PORT A 2"x2" TEE (MJxFL) 12"13 LF 4 D.I. BRASS NIPPLE WITH w GATE VALVE (FLxMJ) o 7 0 "I �r A 2' RESILIENT SEATEDDBRASS GATE z LADDER WITH , VALVE AND 2" PLUG. 4" FLxMJ ADAPTOR SUPPORT BARS }2,-A" * PER OSHA 4" FLxMJ ADAPTOR 4" or 6" D.I. TO BUILDING -► FLOW- EPDXY IN '2' -4" GROUT 4" TEE (MJxFL) ;1 WELDED STEEL COLLAR I CITY PRIVATE TOUCH READ PIT LID SENSOR MOUNTED ON STEEL PLATE COVER THROUGH DIA. PIPING PIPING K DRILLED HOLE IN COVER. LOCATE HOLE 2Y2" DEADMAN BLOC 4" TEE REQUIRED WITH FROM EDGE OF PIT LID AND RIB. '. (FL) SHACKLING TO TEE PRECAST CONCRETE VAULT WITH 2 3"x3" HINGED STEEL PLATE COVER. OUTSIDE DIMENSIONS 4'-8"x7-O". (EQUAL TO PIPE INC., OR UTILITY VAULT WITH SENSUS MODEL 520R RADIO 57-7L-B, 2 VxV DIAMOND PLATE DOORS) _ READ PIT SET SENSOR MOUNTED ON STEEL PLATE TWO PIECE CAST IRON VALVE BOX, 6",4" OR 3" GATE VALVE (FLxFL) COVER THROUGH 2" DIA. EQUAL TO OLYMPIC FOUNDRY CO. NON -RISING STEM WITH HAND WHEEL DRILLED HOLE IN COVER STANDARD 8" TOP SECTION, WITH EQUAL TO MUELLER CO.A-2380-6. REGULAR BASE SECTION LENGTH TO FI' 6" OR 4" (FLxPE) CEMENT LINED DUCTILE IRON PIPE CLASS 52 3'-6" LONG Wt TH COLLAR, 20" FROM P.E. EQUAL TO THOSE SUPPLIED BY PACIFIC Y 4•• VALVE NUT EXTENSION IF REQUIRED WATER WORKS CO. INC. (DWG BR46/PAGE 8090) 6", 4" OR 3" GATE VALVE z x (FLxMJ) EQUAL TO o r I MUELLER CO. A-2380-20. IL FLOW TO BUILDING -- � I6" 12" AROUND _ 1 Imo- 14" o - - CITY PRIVATE 12 I M PIPIIJG PIPING 6 OR 4" PExPE CEMENT UNED DUCTILE IRON PIPE CLASS 52. LENGTH TO FIT. 6",4" OR 3" COMPOUND WATER METER (FL) EQUAL TO SENSUS SRII COMPOUND METER WITH TOVC E HR AD PITLID I.C.E. REGISTER & SENSOR WITH 4 WHEEL HIGH RESOLUTION (100 CUBIC ADJUSTABLE STEEL 6" OR 4` FLEXIBLE FLANGED FEET) REGISTER. FOR 3" METER, REDUCE AT PIPE SUPPORT COUPLING ADAPTOR, ROMAC METER WITH 4"X3" FLxFL CONCENTRIC STANCHION BOLTED OR APPROVED EQUAL. REDUCER. TO FLOOR GENERAL NOTES: ALL METERS AND BACKFLOW PREVENTION DEVICE COMBINATIONS ARE NOT SHOWN OR INCLUDED IN THE STANDARD DETAIL DRAWINGS. IF YOUR PARTICULAR COMBINATION IS NOT SHOWN, AN APPROVED DRAWING WILL BE REQUIRED BY THE UTILITY ENGINEERING DEPT. FOR ITS INSTALLATION. THE PRINCIPAL REQUIREMENTS REGARDING VAULT SIZING ARE THE LENGTH OF FITTINGS OR THEIR CLEARANCE FROM THE VAULT WALLS, (WHICH CLEARANCE SHALL BE A MINIMUM OF 12" FROM THE ENDS AND THE SIDE CLEARANCE SHOULD BE AS TYPICALLY SHOWN ON THE VARIOUS STANDARD DETAILS). NOTE: DEADMAN BLOCK SHALL BE DESIGNED AND INSTALLED SO IT BEARS AGAINST SUFFICIENT UNDISTURBED EARTH SO AS TO SUPPORT THE DESIGNED THRUST. GOB' PUBLIC WORKS 3", 4" & 6" COMPOUND DOMESTIC STD. PLAN - 320.4 ' �•` DEPARTMENT WATER METER ASSEMBLY MARCH 2O10 AS -BUILT CERTIFY THAT THE INFORMATION SHOWN HEREON WHICH WAS AS -BUILT BY BARGHAUSEN CONSULTING ENGINEERS, AND MAY STD. PLAN - 330.1 INCLUDE LOCATIONS, ELEVATIONS, DEPTHS, PIPE SIZES, AND _ AS -BUILT COMMENTS, ACCURATELY REFLECTS EXISTING FIELD - - CONDITIONS AS DETERMINED BY ME (ALI SADR) OR UNDER MY MARCH zoio DIRECT SUPERVISION ON THIS DATE: 07-26-2019." SIGNATURE: l �Ct C w 120 VOLT ELECTRICAL OUTLET FOR } HEAT TAPE. INSTALL HEAT TAPE < FOR FREEZE PROTECTION CENTER BACKFLOW I PREVENTER IN o p REDUCED PRESSURE ENCLOSURE a BACKFLOW ASSEMBLY (RPBA) I - 3" MIN. o I I 3" MIN. 3" MIN_ INSULATED ENCLOSURE "HOT BOX" OR EQUAL I 3/8" X 4" ANCHOR BOLTS PER MANUFACTURER C° 3" MIN. CONCRETE SLAB z UNION GRADE FINISHED GRADE � `-1 r 2" tz:FINISHED 011VIP I DRAIN ? SEE NOTE 4 6" MINIMUM SLEEVE FREE DRAINING (TYP.) GRAVEL z CONNECT TO N WATER METER IMMEDIATELY ADJACENT TO RPBA FLOW INSTALLED W/ APP'D. 7\TO OWNERS ELECTRICAL PANEL. FRONT VIEW MATERIAL PER UPC DIRECT BURIAL OR IN RIGID METER SIDE (SIZE AS REQ.) CONDUIT PER ELECTRICAL SIDE VIEW PERMIT REQUIREMENTS. NOTES: 1. ALL REDUCED PRESSURE BACKFLOW ASSEMBLIES (RPBA's) MUST BE LISTED ON LATEST LIST OF "BACKFLOW PREVENTION ASSEMBLIES APPROVED FOR INSTALLATION IN WASHINGTON STATE", PUBLISHED BY STATE OF WASHINGTON DEPARTMENT OF HEALTH. 2. THE OWNER,/APPLICANT MUST OBTAIN A SEPARATE CITY OF RENTON PLUMBING PERMIT FOR THE INSPECTION OF THE INSTALLATION OF THE RPBA AND PIPING. THE OWNER SHALL FURNISH, INSTALL AND MAINTAIN THE RPBA AND ALL PIPING AND APPURTENANCES SHOWN ON THIS PLAN. 3. THE RPBA MUST BE TESTED BY A STATE CERTIFIED BACKFLOW ASSEMBLY TESTER AFTER ITS INITIAL INSTALLATION, AFTER REPAIRS AND ANNUALLY THEREAFTER AT OWNER'S EXPENSE. A COPY OF THE TEST REPORT SHALL BE SENT OR FAXED TO CITY OF RENTON WATER UTILITY ENGINEERING DEPT., ATTN: WATER UTILITY CROSS -CONNECTION CONTROL SPECIALSIT, FAX NO. 425-430-7241. 4. DRAIN SHALL BE SIZED IN ACCORDANCE WITH AWWA CROSS CONNECTION CONTROL MANUAL STANDARDS 3" DRAIN FOR 1" OR SMALLER RPBA's, 4" DRAIN FOR 1.5" TO 2" RPBA's, 6" FOR 3" RPBA's. 5. RPBA AND ENCLOSURE SHALL BE LOCATED ON PRIVATE PROPERTY AND AS NEAR AS POSSIBLE TO THE WATER METER. �Y O ®+ PUBLIC WORKS REDUCED PRESSURE BACKFLOW STD. PLAN - 350.2_ DEPARTMENT ASSEMBLY IN HOT BOX MARCH 2O10 LJ Z Q >- LIJ L� 0 IO FI C,� ry O I� 1 6" MIN. - 3" (MIN.) DIRECTION OF FLOW �6"MIN.(TYP.) BUNION (TYP.) TO CITY _ ST ACKED METER METER SECTION 6 MIN. FREE BOXES DRAINING GRAVEL NOTES: 1. ALL DOUBLE CHECK VALVE ASSEMBLIES (DCVA's) MUST BE LISTED ON LATEST LIST OF "BACKFLOW PREVENTION ASSEMBLIES APPROVED FOR INSTALLATION IN WASHINGTON STATE", PUBLISHED BY STATE OF WASHINGTON DEPARTMENT OF HEALTH. 2. THE OWNER/APPLICANT MUST OBTAIN A SEPARATE CITY OF RENTON PLUMBING PERMIT FOR THE INSPECTION OF THE INSTALLATION OF THE DCVA AND PIPING. THE OWNER SHALL FURNISH, INSTALL AND MAINTAIN THE DCVA AND ALL PIPING AND APPURTENANCES SHOWN ON THIS PLAN. 3. THE DCVA MUST BE TESTED BY A STATE CERTIFIED BACKFLOW ASSEMBLY TESTER AFTER ITS INITIAL INSTALLATION, AFTER REPAIRS AND ANNUALLY THEREAFTER AT OWNER'S EXPENSE. A COPY OF THE TEST REPORT SHALL BE SENT OR FAXED TO CITY OF RENTON WATER UTILITY ENGINEERING DEPT., ATTN: WATER UTILITY CROSS -CONNECTION CONTROL SPECIALIST, FAX NO. 425-430-7241. 4. DCVA AND METER BOX SHALL BE LOCATED ON PRIVATE PROPERTY AND AS NEAR AS POSSIBLE TO THE WATER METER. rJti�Y ° 3/4' TO 2" DOUBLE CHECK VALVE STD. PLAN - 340.8 * + PUBLIC WORKS ASSEMBLY FOR IRRIGATION �- DEPARTMENT �N2 MARCH 2O10 IN COMPLIANCE WITH CITY OF RENTON STANDARDS P\..1 SADR �E W A Sy1 41 24661 Fo / S T E`�� S/O/VA L ECG 07/26/21 1 RENTON HOTEL PERMIT #U15008433 ENGINEER: BARGHAUSEN CONSULTING ENGINEERS 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251-6222 (425)251-8782 FAX CONTACT: DAN BALMELLI TESTING DETAIL i➢ CT -fl �. � � . ' ' e O NEW D.I. WATER LINE TAPPING TEE (MJxFL) VERTICAL CROSS(MJxFL) FOR POLYPIGGING TAPPING GATE VALVE (FL XMJ) 1-BLIND FLANGE ON TOP WITH 2" TAP AND 2" PLUG TEMPORARY PLUG (MJ) WITH 2-INCH TAP 1-BLIND FLANGE ON BOTTOM AND 2-INCH BLOW -OFF ASSEMBLY1-PLUG(MJ) WITH 2"TAP & 2" BLOW -OFF CONCRETE BLOCKING TEMPORARY BLOCK FINAL CONNECTION DETAIL D_IDO, NEW D.I. WATER LINE (AFTER ALL CLEANING BY POLYPIG, PRESSURE TESTING AND DISINFECTION, REMOVE TEMPORAY BLOCK & BLOW -OFF AND CONNECT TO VALVE WITH D.I. SLEEVE (MJ) & D.I. SPOOLS FINAL CONNECTION BY CITY FORCES NOTES: 1. TAPPING TEES SHALL BE MADE OF CAST IRON, DUCTILE IRON OR EPDXY -COATED STEEL. BOLTS AND NUTS SHAL BE COR-TEN. ALL TEES AND VALVES SHALL BE WATER TESTED BEFORE TAP 2. NO SIZE ON SIZE TAPS ON CAST-IRON WATER LINES. TAP SHALL BE AT (EAST 2" SMALLER DIAMETER THAN THE EXISTING MAIN, 3. NO WET TAP ON ASBESTOS CEMENT LINE OR STEEL LINE 4. WET -TAPPING OF EXISTING CITY OF RENTON WATER MAINS WILL BE DONE BY SPEER TAP OR SUPERIOR TAPPING INC. 5. CONTRACTOR SHALL POTHOLE AND VERIFY THE HORIZONTAL AND VERTICAL ALIGNMENT OF EXISTING LINE OR STUB AND SHALL START LAYING THE NEW LINE AT THE SAME HORIZONTAL AND VERTICAL ALIGNMENT OF THE EXISTING STUB. 6. CITY FORCES WILL PERFORM THE FINAL CONNECTION FROM THE WATER LINE TO THE TAPPING VALVE WITH D.I. SLEEVE AND D.I, SPOOL. GtiT O•n STD. PLAN - 300.1 a®� PUBLIC WORKS CONNECTION TO WATER MAIN WITH DEPARTMENT TAPPING TEE & VALVE MARCH 2O10 CITY PRIVATE PIPING PIPING 1=1/2" AND 2" WATER SERVICE DETAIL w - z y IN UNIMPROVED > RIGHT-OF-WAY INSTALL METER CAUTION : VALVE BOX SHOULD NOT REST ON 1O 11 72 a BOX AT PROPERTY LINE WITH a PIPE. LATER COMPACTION IN AREA OF VALVE BOX o12" LONG COPPER TAILPIECE o COULD CAUSE THE BREAKAGE OF THE SERVICE, 9" MIN. _ LEAVE 12" MAX. Kx. �X T23 LEAVE EXPOSED 7 NM NOU12..BY PASS NOT ALLOWED FOR IRRIGATION METERS 7 7 3 5 s CRUSHED ROCK BASE TO SUPPORT A- A VAULT. /--� DRILL 2" DIA. HOLE FOR TOUCHREAD DEVICE QUICK -JOINT _ COUPLING x MIPT CAST IRON OR DUCTILE IRON WATERMAIN 2-1/2" MIN. FROM NEAREST NOTE: AND FRONT EDGE OF PIT LID THE CENTER OF THE HOLE MUST BE AT LEAST 1" FROM -- UNDERNEATH RIBS UNLESS THE RIB SPACING ALLOWS THE NUT TO TIGHTEN AGAINST THE OPEN SIDE OF �- MORE THAN ONE RIB, TYPICAL RIB MATERIAL LIST FOR 2" SERVICE: METER LOCATED IN PLANTING STRIP MATERIAL LIST FOR 1-1/2" SERVICE: METER LOCATED IN PLANTING STRIP BETWEEN CURB & SIDEWALK BETWEEN CURB & SIDEWALK 1. 2" tapped tee, on new water main. 1. 2" topped tee on new water main. 2. 4" long X 2" brass nipple with threaded ends (MIPT). 2. 4" long X 2" brass nipple with threaded ends (MIPT). 3. 2" resilient seat gate valve with threaded ends, square operating nut, 3. 2" resilient seat gate valve with threaded ends, square operating nut, and and valve nut extension if required (see standard detail 330.1), valve nut extension if required (see standard detail 330.1). 4. Two piece cost iron valve box. Standard 8" top section with regular 4. Two piece cast iron valve box. Standard 8" top section with regular base base section, length to fit, "lug" type cover. 2" brass bushing (MIPT x section, length to fit, "lug" type cover. FIPT). 5. 2" X 1-1/2' hex brass bushing (MIPT x FIPT). 2 each 1-1/2" brass or 5. 2 each 2" brass or bronze nipples 6" length, threaded ends. 2 each bronze nipples 6" length, threaded ends. 2 each 1-1/2"-90' brass or 2"-90' brass or bronze elbows (FIPT x FIPT). bronze elbows (FIPT x FIPT). 6. 2" (MIPT) x compression fitting, Ford C84-66 or equal. 6. 1-1/2" (MIPT) x compression fitting, Ford C84-66 or equal. 7. 2" soft copper tubing type K or brass nipples (MIPT x MIPT), length to 7. 1-1/2" soft copper tubing type K or brass nipples (MIPT x MIPT), length fit. to fit. 8. 2" threaded brass 90' ell. 8. 1-1/2" threaded brass 90' ell, for Ford L44-77 or equal. 9. 2" Custonsetter with by-pass Ford: VBH 86-12B-11-77 (x 17-3/16" 9. 1-1/2" Customsetter with by-pass Ford: VBH 86-126-11-66 (x M 71 FF77 r Mueller -14 7- with flanged 13-3 16" McDonald Brass: 30B612WDFF665 or Mueller B-1427-1 1 2" ), cDonad Bross: 308 SWD S oB 2 2 , g / ), / , with flanged angle II valve and padlock wins on inlet and angle check angle ball valve and padlock wings on inlet, and angle check valve a ged a ge ball a p q g outlet, boll valve on bypass with padlock wings. Customsetter shall valve outlet, boll valve on bypass with padlock wings. Customsetter shall have vertical inlet and outlet. have vertical inlet and outlet. 10. Rigid meter spreader to be supplied and installed in meter setter by 10. Rigid meter spreader to be supplied and installed in meter setter by contractor. contractor. r II i II i Renton n 11. Water meter shall be supplied and installed b City of Renton upon 11. Water meter shall be supplied and installed by City ofUpon pp y y p payment of all related water meter fee and satisfactory pressure and payment of all related water meter fee and satisfactory pressure and purity tests. purity tests. 7" I - F 12. 17"x30" Plastic meter box equal to Mid -States Plastics Inc. BCF Series 12. 1 x30" Plastic meter box equal to Mid States Plastics, Inc BC Series q , MSBCF 1730-18 with 2" thick Ductile iron diamond plate cover 18"x3l" MSBCF 1730-18 with 2" thick Ductile iron diamond plate cover 18"01" equal to Mid -Stoles Plastics, Inc. MSCBC-1730-R with 2" drilled hole equal to Mid -Stales Plastics, Inc. MSCBC-1730-R with 2" drilled hole for for touchread pit lid, and meter read lid. louchread pit lid. 13. 2" coupling (compression x FIPT) with 2" plug (MIPT), Ford C-14-66 13. 1-1/2" coupling (compression x FIPT) with 1-112" plug (MIPT), Ford or equal. The property owner is responsible for any necessary adaptation or C-14-66 or equal. The property owner is responsible for any necessary extension of water service. adaptation or extension of water service. NOTE: ALL METER BOXES INSTALLED IN CONCRETE OR PAVED DRIVEWAYS SHALL BE CAST-IRON EQUAL TO OLYMPIC FOUNDARY. EXPANSION JOINTS MUST BE INSTALLED 12" MINIMUM ON BOTH SIDES OF METER BOX. STD. PLAN - 320.2 PUBLIC WORKS 1 i2' AND 2" WATER SERVICE LOCATED -R DEPARTMENT IN PLANTING STRIP �N p� MARCH 2O10 �,�Hats W O / V 2 2tP Q- G ENG�N�to CITY OF RENTON COMMUNITY AND ECONOMIC DEVELOPMENT CONSTRUCTION NOTES AND DETAILS DESIGNED AS DATE 09/14/2015 FILE NO. DRAWN MB CHECKED AS SCALE N/A FIELD BOOK PAGE APPROVED C14 LO DIRECTOR OF PUBLIC WORKS SHEET OF I I I X J `1 O m II ai v U 0 00 00 0n (D N 00 a) E N v 0 tT 3 I I L0 L0 / w a_ 0 O H- N I Z O 0- 0 / - Z3 0 v c0 U0 0 O O Ln / N It .n 40 O Z m O W b DETENTION VAULT SECTIONS 6 Y Z RECORD DRA WING 8 w 3 a o rn Q Z W > O 0 � o U Q �— Lo m0- F- � F_ � Z Z C to o m o W ` (,) J } ^ Q W C'7 T- 0 a fn Of L r � F1 0 U) a_ a O L (J) w c v a U C I �A� 73 m rn o a 0 a_ m m M C p� L 0 z0 H J z a �J Q Ur Q LZ 0 >Fx 0 J J U U U Z Z S - O Z J Z 0 0 U Z D�< 0 1 Z J Q U 0 o s o z 3 cYi Q N Q d Q 0) 00 \ \ W w �� o X o 0 lia •■ N Q Q CALL BEFORE YOU DIG: w Lo -.0-Z 1-800-424-5555 U- NEW 8" PVC ROOF DRAIN DOWNSPOUT COLLECTION PIPE (TYP.) NEW CB 3 TY E1- W/STANDARD T P (PER DETAIL ON S EET C10) RIM=41.19-4 f.02 IE= n " 36.87 (1 E) + ' 37.07(8n rn Ir I DI •. I D IN COMPLIANCE WITH CITY OF RENTON STANDARDS SAO��E W A Sy1 24661 / S T AL ECG 07/26/2 n NEW 68'x2O' DETENTION VAULT (SEE DETAIL SHEET C11 FOR SECTION MAX W.S. EL.=38.00 STAIC W.S. EL.=32.00 BOTTOM EL.=31.50 pl V LT 4.76 GLT C v . ®. LT — —il -- —� ---- p — -- D—°$--o—S£IF72 �CF �--- LF 1271 CPS v..v S� 0.509� D t> I I. a t NEW 8' INC ROOF a a I DRAIN DOWNSPOUT COLLECTION PIPE (TYP.) I a a EX. 1 IDE d I. — — — — — — — — — — — ° UTILITY EASEMENT MARRIOTT RESIDENCE INN --------- FF = 42.00 I � I I I 1 VAULT ACCESS LID PAVED SURFACE rAl FIELD VERIFY LOCATION FOR ATTACHMENT OF SHEAR GATE HANDLE TO WALL OF VAULT BOTTOM OF LID ELEVATION=38.50 NOTCH WIER EL=37.50, WIDTH=1 1/4" MAX WS EL=38.00 CLEANOUT SHEARGATE HANDLE TO BE HUNG L147- FROM LADDER FOR EASIER ACCESS 4" ELBOW AND EL=36.00 RESTRICTOR PLATE W/ORIFICE DIA=1 1/4" �_�_12" MIN. PIPE SUPPORTS: 3" x0.090 GAGE 12" CMP BOLTED OR IMBEDDED 1;::: 2" IN WALL @ LAR MAX. 3'-0" SPACING W (MIN. ONE SUPPORT) .00CLEANOUT GATE:z 12" C 8" DIA. SHEAR GATE STANDPIPE (DETAIL ON SHEET Cl 1) N ; IE=32.00 VAULT BOTTOM 0.5' DEAD STORAGE EL=31.50 Z_ N RESTRICTOR PLATE WITH ORIFICE DIA.=1 7/16" FLOW RESTRICTOR RISER IN VAULT NOT TO SCALE NOTE: SEE STANDARD PLAN 237.30 ON SHEET C11 FOR MORE INFORMATION AS -BUILT RENTON HOTEL PERMIT #U15008433 ENGINEER: BARGHAUSEN CONSULTING ENGINEERS 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251-6222 (425)251-8782 FAX CONTACT: DAN BALMELLI "CERTIFY THAT THE INFORMATION SHOWN HEREON WHICH WAS AS —BUILT BY BARGHAUSEN CONSULTING ENGINEERS, AND MAY INCLUDE LOCATIONS, ELEVATIONS, DEPTHS, PIPE SIZES, AND AS —BUILT COMMENTS, ACCURATELY REFLECTS EXISTING FIELD CONDITIONS AS DETERMINED BY ME (ALI SADR) OR UNDER MY DIRECT SUPERVISION ON THIS DATE: 07-26-2019." SIGNATURE: U G� CITY OF RENTON COMMUNITY AND ECONOMIC DEVELOPMENT DETENTION VAULT SECTIONS MARRIOTT RESIDENCE INN O / = DESIGNED AS 2 �r i DATE 09/14/2015 FILE NO. S �� co DRAWN M B G`T/NG ENG�CHECKED AS SCALE 1 "=30' FIELD BOOK PAGE_ APPROVED SHEET C15 OF 20 DIRECTOR OF PUBLIC WORKS I I I I a x J a Y O m II a� U N fb n 00 rn 0 N ai a� 0 0 0 I Ln Ln i LI O _J V) 0 N 1 r7 z O F- 0 i 0 i In 0 0 0 Lo i ai "It to Lo r O z m O 7 W U m e- Y Z U U Z Li o Iil 3 Ci w o � a o c=i1 IN V / C L C L aW 0� Q�LOU Ix0� X Z O� to LO Z�J m o WSJ � Q CO WM r U a_ a- 0 a_ � a_ O - jjL F 7 .2 1-I w rn i c :2 J Q 0 O /11-1 , m a_ v1 �I C v D_ RIVEWAYS SHALL BE PAVED TO THE EDGE F R-O-W PRIOR TO INSTALLATION OF THE ONSTRUCT10N ENTRANCE TO AVOID AMAGING OF THE ROADWAY r IS RECOMMENDED THAT THE !NTRANCE BE CROWNED SO THAT ;UNOFF DRAINS OFF THE PAD INSTALL C IS A ROAC PER CITY 12' MIN. THICKNESS �_�� PROVIDE FULL WIDTH OF MOTES INGRESS/EGRESS AREA 1. CONDITION OF USE 1.1. CONSTRUCTION ENTRANCE SHALL BE STABILIZED WHEREVER TRAFFIC WILL BE LEAVING A CONSTRUCTION SITE AND TRAVELING ON PAVED ROADS OR OTHER PAVED AREAS WITHIN 1,000 FEET OF THE SITE. GRAB TENSILE STREBNGTH (ASTM D4751) 200Psi MIN. GRAB TEN5ILE ELONGATION ASTM D4632) 30% MAX. MULLEN BURST STRENGTH ASTM D3786-80A 400 PSI MIN. A05 (ASTM D4751) 20 45 U.S. STANDARD SIEVE SIZE) 2. DESIGN AND INSTALLATION SPECIFICATIONS 2.1. HOG FUEL (WOOD BASED MULCH) MAY BE SUBSTITUTED FOR OR COMBINED WITH QUARRY SPALLS IN ARES THAT WILL BOT BE USED FOR PERMANENT ROADS. HOG FUEL IS NOT RECOMMENDED FOR ENTRANCE STABILIZATION IN URBAN AREAS. THE INSPECTOR MAY AT ANY TIME REQUIRE THE USE OF QUARRY SPALLS IF THE HOG FUEL IS NOT PREVENTING SEDIMENT FROM BEING TRACKED ONTO PAVEMENT OR IF THE HOG FUEL IS BEING CARRIED ONTO PAVEMENT. 2.2. FENCING SHALL BE INSTALLED AS NECESSARY TO RESTRICT TRAFFIC TO THE CONSTRUCTION ENTRANCE. 2.3. WHENEVER POSSIBLE, THE ENTRANCE SHALL BE CONSTRUCTED ON A FIRM, COMPACTED SUBGRADE. THIS CAN SUBSTANTIALLY INCREASE THE EFFECTIVENESS OF THE PAD AND REDUCE THE NEED FOR MAINTENANCE. 3. MAINTENANCE STANDARDS 3.1. QUARRY SPALLS SHALL BE ADDED IF THE PAD IS NO LONGER IN ACCORDANCE WITH THE SPECIFICATIONS. 3.2. IF THE ENTRANCE IS NOT PREVENTING SEDIMENT BEING TRACKED ONTO PAVEMENT, THEN ALTERNATIVE MEASURES TO KEEP THE STREETS FREE OF SEDIMENT SHALL BE USED. THIS MAY INCLUDE STREET SWEEPING, AN INCREASE IN THE DIMENSIONS OF THE ENTRANCE, OR THE INSTALLATION OF THE WHEEL WASH. IF WASHING IS USED, IT SHALL BE DONE ON AN AREA COVERED WITH CRUSHED ROCK, AND WASHED WATER SHALL DRAIN TO A SEDIMENT TRAP OR POND. 3.3. ANY SEDIMENT THAT IS TRACKED ONTO PAVEMENT SHALL BE REMOVED IMMEDIATELY BY SWEEPING. THE SEDIMENT COLLECTED BY SWEEPING SHALL BE REMOVED OR STABILIZED ON SITE. THE PAVEMENT SHALL NOT BE CLEANED BY WASHING DOWN THE STREET, EXCEPT WHEN SWEEPING IS INEFFECTIVE AND THERE IS A THREAT TO PUBLIC SAFETY. IF IT NECESSARY TO WASH THE STREETS, A SMALL SUMP MUST BE CONDUCTED. THE SEDIMENT WOULD THEN BE WASHED INTO THE SUMP WHERE IT CAN BE CONTROLLED AND DISCHARGED APPROPRIATELY. 3.4, ANY QUARRY SPALLS THAT ARE LOOSENED FROM THE PAD AND END UP ON THE ROADWAY SHALL BE REMOVED IMMEDIATELY. 3.5. IF VEHICLES ARE ENTERING OR EXITING THE SITES AT POINTS OTHER THAN THE CONSTRUCTION ENTRANCE(S), FENCING SHALL BE INSTALLED TO CONTROL TRAFFIC. m o o� Za Z y U C) 9 1z a wN 'E m Z = a 0 L w X 4(®��PUBLIC WORKS STABILIZE® ++ STD. PLAN - 225.10 DEPARTMENT CONSTRUCTION ENTRANCE �N,tp MARCH 2O08 JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR FOI HVAf FNT TO ATTACH FABRIC TO POSTS. O MHh. U xo� POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 2"x2" BY 14 Ga. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED FILTER FABRIC MINIMUM 4"x4" TRENCH BACKFILL TRENCH WITH NATIVE SOIL z iV h D_ O_ O / U U U 2"x4"WOOD POSTS, STEEL FENCE 0 }w 0 w o w POSTS, REBAR, OR EQUIVALENT w > Z in w Z ¢ Y w x O a a Q Of en a_ a Q- Q NOTES H 1. CONDITION OF USE 1.1. SILT FENCE MAY BE USED DOWNSLOPE OF ALL DISTURBED AREAS. r 1.2. SILT FENCE IS NOT INTENDED TO TREAT CONCENTRATED FLOWS, NOR IS INTENDED TO TREAT SUBSTANTIAL AMOUNTS OF OVERLAND FLOW. O ANY CONCENTRATED FLOW MOST BE CONVEYED THROUGH THE DRAINAGE SYSTEM TO A SEDIMENT TRAP OR POND. 2. DESIGN AND INSTALLATION SPECIFICATIONS 3'. >_ N m 2.1. THE GEOTEXTILE USED MOST MET THE STANDARD LISTED BELLOW. A COPY OF THE MANUFACTURER'S FABRIC SPECIFICATIONS MOST BE AVAILABLE ON SITE. 30.100 SIEVE SIZE (0.60O.15MM) FOR SI LT FSLM AOS (ASTM D4751) 50.100 SIEVE 512E 0.30-0.15MM FOR OTHEIFIBRICS WATER PERMITTIVITY ASTMD491 0.02SEC^-SMINIMUM 180 LBS. MIN. FOR EXTRA STRENGH FABRIC GRAB TENSILE STRENCHT (ASTM D4632) 100 LBS. MIN. FOR STANDARD STRENGHT FABRIC GRAB TENSILE ELONGATION ASTM D4632 30%MAX, ULTRAVIOIATE RESISTANCE (ASTM D43551 70 %MIN. Z2. STANDARD STRENGTH FABRIC REQUIRES WIRE BACKING TO INCREASE THE STRENGTH OF THE FENCE. WIRE BACKING OR CLOSER POST SPACING MAY BE REQUIRED FOR EXTRA STRENGTH FABRIC IF FIELD PERFORMANCE WARRANTS A STRONGER FENCE, 2.3. WHERE THE FENCE IS INSTALLED, THE SLOPE SHALL NOT BE STEEPER THAN 2H:1V 2.4. IF A TYPICAL SILT FENCE IS USED, THE STANDARD 4X4 TRENCH MAY NOT BE REDUCED AS LONG AS THE BOTTOM 8 INCHES OF THE SILT FENCE IS WELL BURIED AND SECURE IN A TRENCH THAT STABILIZES THE FENCE AND DOES NOT ALLOW WATER TO BYPASS OR UNDERMINE THE SILT FENCE. Z O 3. MAINTENANCE STANDARDS (n 3.1. ANY DAMAGE SHALL BE REPAIR IMMEDIATELY. N > 3.2. IF CONCENTRATED FLOES ARE EVIDENT UPHILL OD THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. 3.3. IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGNS OF THE FENCE CLOGGING AND ACTING AS A BARRIER TO FLOW AND Ch THEN CAUSING CHANNELIZATION OF FLOWS PARALLEL TO THE FENCE. IF THIS OCCURS, REPLACE THE FENCE OR REMOVED THE TRAP SEDIMENT. Q 3.4. SEDIMENT MOST BE REMOVED WHEN SEDIMENT IS 8 INCHES HIGH. 3.5. IF THE FILTER FABRIC (GEOTEXTILE) HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN, IT SHALL BE REPLACED. 1ty O GA PUBLIC WORKS + 2N'C0� DEPARTMENT Z T.E.S.0 NOTES AND DETAILS RECORD DRA WING 6' MAX. DRAINAGE GRA,-E r. T�IIA GRATE FRAME -x P P1ti • h 7 SEDIME.NTAND DESRIS CVERFLt N BYPASS 3ELOIN INLET GRATE DEVEE FILTERED 'WATER I BECTON VIEW DRAINAGE GRATE nEC ISOMETRIC V10W NOTES 1, SfZe fne BeIOW Inlet Grate DeVioe (S=GD) for the sxrr Water OTUM;]re llwlll senMlce. 2. T110 BIGD Oall haaa a bU1114n nigh-t,ot'u relief sysiorn ,,b 'arllm bypass'). 3. TYIe ratrleval 46yslem must allow mmn al of tha BIGD wItho:it I_plll n0It`s wiled od malertal- 4- Parrwm mE361ensnce in s=danta with Slend6-d Spadf-caian Y * I$ PU2LIC W01tKS CATC1 BASIN FILTER DEPARTMENT -M II YH.) MARCH 2006 FILTER FABRIC FENCE INSTALLATION NOTES 1. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, WITH A MINIMUM 6-INCH OVERLAP, AND BOTH ENDS SECURELY FASTENED TO THE POST. 2. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS (WHERE FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 30 INCHES). 3. A TRENCH SHALL BE EXCAVATED, ROUGHLY 8 INCHES WIDE AND 12 INCHES DEEP, UPSLOPE AND ADJACENT TO THE WOOD POST TO ALLOW THE FILTER FABRIC TO BE BURIED. 4. WHEN STANDARD STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY DUTY WIRE STAPLES AT LEAST 1 INCH LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 4 INCHES AND SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. 5. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, AND 20 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. THE FABRIC SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES. 6. WHEN EXTRA STRENGTH FILTER FABRIC AND CLOSE POST SPACING ARE USED, THE WIRE MESH SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A CASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE POSTS WITH ALL OTHER PROVISIONS OF STANDARD NOTE 5 APPLYING. 7. THE TRENCH SHALL BE BACKFILLED WITH 3/4-INCH MINIMUM DIAMETER WASHED GRAVEL. 8. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. 9. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. =1 111 TEMPORARY "Vn DITC NOT TO SCALE SILT FENCE STD. PLAN - 214.00 CALL BEFORE YOU DIG: MARCH 2O08 1-800-424-5555 2;1 r RCCK MUST COMPLETELY LAVER THE EPOTTOM AND 81 DES CF THE DITCH }�' ~' -I I LT II Is, WIN. Yr- 1 �---� 24,MIN, ',-- •C_-_ 'fir f �-�/-___ -__. __ rl,;? T-4' ROCK L - THE DISTANCE SUCH THAT POINTS A AND a ARE OF EQUAL ELEVATION L®J�AII- f NOTES I. CONDITION OF USE 1.1. WERE CONCENTRATED RUNOFF FROM DISTURBED AREAS TO AND FROM PONDS OR TRAMS, 1.2. TO CONVEY RUNOFF INTERCEPTED FROM UNDISTURBED AREAS AROUND THE SITE TO A. NON -EROSIVE DISCHARGE POINT. 2. MAINTENANCE STANDARDS LILT L+CIAIL1c LIT r%rn C11-r1hLI ^L- [A^mr. TLIALI A c Pf• [ UA I I P!P RP'eiri.11PF4 C.t. �IJar nww� ... we�a, se T .M PIM 217-40 +� PTJTII.TC WORKS CHECK DAMS SPACING AND +'� + 1}Ll'Al2'1'h+1LN 1' CFE055 SECTIONS �LiRt`II 2008 Erosion Control Notes 1, These notes shall appear for all projects - site improvements, surface water utility, wastewater utility, water utility, and transportation plans: 2. Before any construction or development activity occurs, a pre -construction meeting must be held with the City of Renton, public works design engineer, 3- The Boundaries of the clearing limits and areas of vegetation preservation as prescribed on the plan(s) shall be clearly flagged by survey tape or fencing in the field prior to (construction in accordance with Appendix D of the Surface Water Design Manual and observed during construction. During the construction period, no disturbance beyond the clearing limits shall be permitted. The clearing limits shall be maintained by the applicant/ESC supervisor for the duration of construction. 4. Stabilized construction entrances shall be installed at the beginning of construction and maintained for the duration of the project. Additional measures, such as constructed wheel wash systems flr wash pads, may be required to ensure that all paved areas are kept clean and track out to road right of way does not occur for the duration of the project. 5. All required sedimentation/erasion control facilities must be constructed and in operation prior to land clearing and/or construction to prevent transportation of sediment to surface water, drainage systems and adjacent properties. All erosion and sediment facilities shall be maintained in a satisfactory condition until such time that clearing and/or construction is complete and potential for on -site erosion has passed. The implementation, maintenance, replacement and additions to erasion/sedimentation control systems shall be the responsibility of the permitee. 6. The erosion and sedimentation control systems depicted on this drawing are intended to be minimum requirements to meet anticipated site conditions. As construction ,progresses and unexpected or seasonal conditions dictate, the permitee shall anticipate that more erosion and sedimentation control facilities will be necessary to ensure complete siltation control on the proposed site. During the course of construction, it shall be the obligation and responsibility of the permitee to address any new conditions that may be created by the activities and to provide additional facilities, over and above minimum requirements, as may be needed, to protect adjacent properties and water quality of the receiving drainages system. 7. Approval of this plan is for erosion/sedimentation control only. It does not constitute an approval of storm drainage design, size nor location of pipes, restrictors, channels, or retention facilities, S. Any areas of exposed soils, including roadway embankments, that will not be disturbed for two days during the wet season (October 1t trough March 301") or seven days during the dry season (April 15l tough September 30) shall be immediately stabilized with the approved ESC cover methods (e.g., seeding, mulching, plastic covering, etc.). IN COMPLIANCE WITH CITY OF RENTON STANDARDS PLC SAO' RENTON HOTEL PERMIT #U15008433 G WA ENGINEER: BARGHAUSEN CONSULTING ENGINEERS 18215 72ND AVENUE SOUTH �� S I E`�� `` KENT, WA 98032 ONA L ECG\ (425)251-6222 (425)251-8782 FAX 07/26/2018 CONTACT: DAN BALMELLI NOTES 1. TRIM ALL SEDIMENT BAGS TO PREVENT BLOCKING OF THE GRATE. 2. REMOVE ALL EROSION CONTROL BMPs AFTER CONSTRUCTION IS COMPLETED. ER�SI�N ANp SEDIMENT C�NTRQL RECOMMENDED CONSTRUCTI�iV SEQUENCE 1. Pre -construction meeting. 2. Post sign with name and phone number of ESC supervisor (may be consolidated with the required notice of construction sign), 3. Flag or fence clearing limits. 4. Install catch basin protection if required. 5. Grade and install construction entrance(s). 6, Install perimeter protection (silt fence, brush barrier, etc.). 7. Construct sediment ponds and traps. 8. Grade and stabilize construction roads. 9. Construct surface water controls (interceptor dikes, pipe slope drains, etc.) simultaneously with clearing and grading for project development. 10. Maintain erosion control measures in accordance with Appendix ❑ of the Surface Water Design Manual and manufacturer's recommendations. 11. Relocate erosion control measures or install new measures so that as site conditions change the eirosion and sediment control is always in accordance with the City`s Erosion and Sediment Control Standards. 12. Cover all areas that will be unworked for more than seven days during the dry season or two days during the wet season with straw, wood fiber mulch, compost, plastic sheeting or equivalent. 13. Stabilize all areas that reach final grade within seven days. 14. Seed or sod any areas to remain unwarked for more than 30 days, 15. Upon completion of the project, all disturbed areas must be stabilized and BMPs removed if appropriate. 9. Wet season seasonal erosion and sediment control requirements apply to all construction sites clearing between October 1 and March 30 inclusive, unless otherwise approved by the City through an adjustment process. 10. Cover measures will be applied in conformance with Appendix D of the Surface Water Design Manual. 11. Any area needing ESC measures, not requiring immediate attention, shall be addressed within seven (7) days. 12. The ESC facilities on inactive sites shall be inspected and maintained a minimum of once a month or within 24 hours following a storm event. 13. At no time shall more than one (1) foot of sediment be allowed to accumulate within a catch basin. All catch basins and conveyance lines shall be cleaned prior to paving. The cleaning operation shall not flush sediment -laden water into the downstream system. 14. During the time period of October 1' through March 30'', all project distributed soil areas greater, that are to he left un-worked for more than 12 hours, shall be covered by mulch, sodding or plastic covering. 15. Any permanent retention/detention facility used as a temporary settling basin shall be modified with the necessary erosion control measurers and shall provide adequate storage capacity. If the permanent facility is to function ultimately as an infiltration system, the temporary facility must be rough graded so that the bottom and sides are at least three feet above the final grade of the permanent facility. 16. Prior to the beginning of the wet season (Oct. 1), all disturbed areas shall be reviewed to identify which ones can be seeded in preparation for the winter rains. Disturbed areas shall be seeded within one week of the beginning of the wet season. A sketch map of those areas to be seeded and those areas to remain uncovered shall be submitted to the City of Renton for review. IF'D=11JI0I "CERTIFY THAT THE INFORMATION SHOWN HEREON WHICH WAS AS -BUILT BY BARGHAUSEN CONSULTING ENGINEERS, AND MAY INCLUDE LOCATIONS, ELEVATIONS, DEPTHS, PIPE SIZES, AND AS -BUILT COMMENTS, ACCURATELY REFLECTS EXISTING FIELD CONDITIONS AS DETERMINED BY ME (ALI SADR) OR UNDER MY DIRECT SUPERVISION ON THIS DATE: 07-26-2019." / I SIGNATURE: I ck Cl c/ 7- CITY OF RENTON COMMUNITY AND ECONOMIC DEVELOPMENT T.E.S.C. NOTES AND DETAILS MARRIOTT RESIDENCE INN DESIGNED AS DATE 09/14/2015 RLE NO. DRAWN MB CHECKED AS SCALE N/A FIELD BOOK PAGE_ APPROVED C16 20 DIRECTOR OF PUBLIC WORKS SHEET OF I I I I X J Q Y 0 DO I I CS U (n 00 rn O N 00 W E 01 0 0 3 I Lfi Ln W 0 J V) 0 I- N I z 0 D_ 0 i v rD LC) O 0 0 i i� \1 LO L r Q Z W O a�Lo Q o U cc0� X V Z (n v LO Z�J m O W J V Q a) W C'7 r a o_ to of w r �X1 Z +% a) 0 fn o_ a O - L U I-i CL (T w 0C Q o I �A1 m a E- 0 0- m o� 0 0 zZ a �J Q OF Q LZ 0 o J U J Z = U Zz � ? N Z O � O U z O D , a low U N Q 4 U N 3 V r N m Q tY Q Q n Q rn fb \ \ W x o 00 Z 0 J CV > M5 W Q Z Ld Z u_ 18" Min, o do o U. ) o Cep o 0 o a c o 0`a O o) 00 � 6 o 0 O o o o DO o P G O C � � o 0 0° a p d�pU n 0 0. - 0 � fJ a n t) 0 °cQ Do a o�0QoVi] o� �a c a4 9° Qo Structural 0 C� Fill O�oo o qua n o nQ o o u P 8 C)y p oO o OVs o0 0V 0V o 119 0 pr, C) a an A n �e o O C r,r• III .r� NOTES; • Free Draining Backfill should consist of soil having less than 5 percent fines. Percent passing #4 should be 25 to 75 percent. • Sheet Drain may be feasible in lieu of Free Draining Backfill, per ESNW reCp11 mendations- • Drain Pipe should consist of perforated, rigid PUG Pipe surrounded with 1" Drain Rock. LEGEND: �D a 0 °0.0 0 Free Draining Structural Backfill 1.1•ti•ti ?lr5r 1 inch Drain Rock .r.r.r.r• (RECOMMENDED) LADDER AND ACCESS INLET I PIPE (T MIN.) HIGH FLOW BYPASS Perforated Drain Pipe (Surround In Drain Rock) SCHEMATIC ONLY - NOT TO SCALE r •'i I I RETAINING WALL DRAINAGE DETAIL Marriott Residence Inn Renton, Washington Drwn_ GLS Date 04107/2015 Proj. No. 3569.01 Checked HTW Date ApH12016 Plate 5 VENTILATION PIPES 12" MIN. ATCORNERS - ACCESS COVER OVER INLET i COALESCING PLATE PACK ACCESS COVER (OVER OUTLET) r 1 L Ji I I r -I F- -1 L J I I FOREBAY LADDER(TYR) 5' MAX. Z_ SHUT OFF VALVE W/ I- -� AFTERBAY RISER & VALVE BOX L - - i OUTLET PIPE (8' MIN.) ACCESS DOOR ALLOWING REMOVAL OF PLATE PACK OR PROVIDE FULL LENGTH REMOVABLE COVERS ACROSS ENTIRE CELL. PLAN VIEW NTS VARIES (CAN BE CONSTRUCTED ON GRADE WITHOUT RISERS) WQ WATER SIRFACE MI . �r;min. z I L] ID MIN. 1'MIN. 1_/3 MMIN. (L/2 RECOMM.) L (L/4 RECOMI SECTION VIEW NTS NOTES: 1. GRAVITY DRAIN SHALL BEAT LEAST 81NCH MINIMUM DIAMETER AND SHALL BE CONTROLLED BY A VALVE. USE OF A SHEAR GATE IS ALLOWED ONLY AT THE INLET OF A PIPE LOCATED WITHIN AN APPROVED STRUCTURE. 8" TEE OIL RETAINING BAFFLE i� (50%D MIN.) .�- COALESCING PLATE PACK E C� INLET WEIR -SOLIDS RETAINING BAFFLE OR WINDOW WALL (SEE TEXT) '�- GRAVITY DRAIN �ZY o STD. PLAN - 240.10 PUBLIC WORKS COALESCING PLATE OIL / WATER DEPARTMENT SEPARATOR MARCH 2O08 CONSTRUCTION NOTES AND DETAILS Perforated Rigid Drain Pipe (Surround with 1" Rock) NOTES: • Do NOT tie roof downspouts to Footing Drain- * Surface Seal to consist of 12'' of less permeable, suitable soil. Slope away from building. LEGEND: Surface Seal; dative sail or other law permeability material. .r•r•r.r J•AM.l•d ti-ti•ti-ti• r•s•r•r• ti�ti.ti�-.• 1" Drain Rock Foundations RECORD DRA WING SCHEMATIC ONLY - NOT TO SCALE FOOTING DRAIN DETAIL Marriott Residence Inn Renton, Washington Drwn. GLS Date0410712016 Proj, No. 3569.01 Checked HTVV Date April 2016 Plate 6 Based on the results of our study, the proposed hotel facility building can be supported on conventional spread and continuous footings bearing on competent undisturbed dense to very dense native soil or aggregate piers. Where the upper loose soil deposits are relatively shallow (less than five feet), overexcavation of the loose soils and replacement with two inch crushed rock can be considered. Where areas of the existing loose deposits extend more than approximately five feet below the proposed foundation subgrade elevation, the use of aggregate piers in lieu of overexcavation and replacement may be more practical, Preliminary guidelines for aggregate piers are discussed in greater detail later in this section of the report. The extent of the deeper loose soil deposits should be further explored at the time of the building excavations. Based on the data collected at the boring locations, we anticipate a depth of approximately 20 feet to competent native soil within the vicinity of boring location B-1 which we anticipate to transition to near -surface competent soils at boring locations B-2 and B-5. The Boring and Test Pit Location Plan (Plate 2) illustrates an approximate area where we anticipate aggregate pier ground improvement will be necessary. Assuming the foundations are supported on competent native soils, suitable crushed rock material, or aggregate piers the following parameters should be used for foundation design: • Allowable Soil Bearing Capacity 5,000 psf • Friction 0.40 • Passive Resistance 350 pcf (equivalent fluid) For short term wind and seismic loading, a one-third increase in the allowable soil bearing capacity can be assumed. A factor -of -safety of one and one half has been applied to the friction and passive resistance values. With structural loading as expected, and assuming foundations are supported on competent native soils, crushed rock structural fill, or aggregate piers as described above, total settlement in the range of one inch is anticipated, with differential settlement of about one-half inch or less over the span of a typical column spacing. The majority of the settlements should occur during construction, as dead loads are applied. O.D. limits of pipe O.D. compaction 3' max. 3' ma i r-- 0.150. D. min. limits of pipe compacton Q 0.65 D.D. min. gravel bacilli gravel backfill for for pipe bedding III foundations when specified A. Metal and Concrete Pipe T max �OA5rise min. limits of pipe _� ✓ compaction / 5 rise non. gravel backfill 9mveI backfill for for pipe bedding 111 foundations when specified B. Pipe - Arch Installation Rigid Pipe NOTES: 1. Pipe compaction limits shown on this plan are for pipe construction in an embankment. For pipe construction In a trench, the horizontal limits of the pipe compaction zone shall be the walls of the trench. 2. All steel and aluminum pipe and plpe-arches shall be installed in accordance with design A. 3. Concrete pipe with elliptical reinforcement shall be Installed in accordance with design A. 4. Concrete pipe, plain or with circular reinforcement, shall be Installed with design A. 5. O.D. Is equal to the outside diameter of a pipe or the outside span of pipe -arch. The dimensions shown as O.D. with 3' maximum shall be O.D. until O.D. equals 3", at which point 3' shall be used. * V-0" for diameters 12" through 42" and spans through 50". 2'-0" for diameters greater than 42" and spans greater than 50". W (see note 4) limit of pipe zone f material for eA / b for dexlble pipe (see m O.D. foundation level * A- 4" min. 27" I.D. and under 6" min., over 27" I.D. Bedding for Flexible Pipe Flexible Pipe NOTES: 1. Provide uniform support under barrels. 2. Hand tamp under haunches. 3. Compact bedding material to 95% max. density; directly over pipe, hand tamp only. 4. See "Excavation and Preparation of Trench" insanitary sewers section of the standard WSDOTIAPWA specifications for trench width "W" and trenching options. The pipe zone will be the actual trench width. The minimum concrete width shall be 1 z I.D. = 18". 5. Trench backfill shall conform to "Backfilling Sewer Trenches" in the sanitary sewers section of the WSDOTIAPWA standard specifications, except that rocks or lumps larger than 1" per foot of pipe diameter shall not be used In the backfill material. 6. See "Bedding Material for Flexible Pipe" In aggregates section of the WSDOT/APWA standard specifications for the material specifications. ®Backfill material placed in 0.5' loose layers and compacted to 95% maximum density. Method B or C compaction (WSDOT/APWA) standard specifications.) Pipe Size Min. dist. between barrels circular pipe cone., LCPE, CMP (diameter) 12" to 24" 12" 30" to 96" diam. / 2 102" to 180" 48" pipe - arch metal only (span) 18" to 36" 12" 43" to 142" span / 3 148"to 199" 48" �Y { PUBLIC WORKS PIPE COMPACTION STD. PLAN - 220.00 Q DEPARTMENT DESIGN AND BACKFILL MARCH 2O08 NDS 1210 12"x12" GRATE, GREY NDS 1210S 12"x12" GRATE, SAND NDS 1211 12"x12" GRATE, BLACK NDS 1212 12"x12" GRATE, GREEN 12%12" GRATE FITS ALL CATCH BASINS, EXTENSIONS & ADAPTERS PROVIDE: #NDS 1216 6" EXTENSION #NDS 1218 12" EXTENSION AS REQUIRED. NDS 1213 12"x12" CATCHBASIN, SINGLE OUTLET NDS 1214 12%12" CATCH BASIN, DOUBLE OUTLET 6" SD COUPLING SIZE, SINGLE OUTLET ACCOMODATES NDS 1212, 1211 OR 1210. 12%12" GRATE AREA - 14" WITH 11" SQUARE BOTTOM. 121/4" SQUARE BOTTOM WITH 3" AREA BELOW OUTLET ALLOWS 363 CUBIC INCHES=0.21 OF OF SUMP AREA. ADAPTABLE UP TO 8" PIPE OR DOWN TO 3" OR 4" PIPE. 6" SD COUPLING SIZE, DOUBLE OUTLET ACCOMODATES NDS 1212, 1211 OR 1210. 12%12" GRATE AREA - 14" HIGH WITH 11" SQUARE BOTTOM. 121/4" SQUARE TOP WITH 3" AREA BELOW OUTLET ALLOWS 363 CUBIC INCHES OF SUMP AREA. ADAPTABLE UP TO 8" PIPE OR DOWN TO 3" TO 4" PIPE USING ADAPTER #643. AREA DRAIN DETAIL NOT TO SCALE IN COMPLIANCE WITH CITY OF RENTON STANDARDS �L' SAp `-�F W A Sys �cA C1 24661 S�1STE,G\�� AL 07/26/2, RENTON HOTEL PERMIT #U15008433 ENGINEER: BARGHAUSEN CONSULTING ENGINEERS 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251-6222 (425)251-8782 FAX CONTACT: DAN BALMELLI CLASS "B" CEMENT CONCRETE CLASS "B" CEMENT CONCRETE < F < �O' L L \\ 4 t L /14 12" DIA FIBRE JOINT PACKING SUBGRADE CLEANOUT CLEANOUT BLOCKING DETAIL NOT TO SCALE ASPHALT OR CONCRETE PAVIN(' SEE GRADING PLAN THREADED CLEAN OUT PLUG, 3" BELOW PAVING LONG SWEEP WYE NOTES MANHOLE, FOR TRAFFIC 7-1/2- A. CLEAN OUT LOCATIONS INDICATED ON GRADING & UTILITY PLANS AS "CO" B. PROVIDE CLEANOUTS AS SPECIFIED BELOW: -ZURN Z-1400 CLEAN OUTS IN NON -TRAFFIC AREAS & SIDEWALKS -ZURN Z-1449 CLEAN OUTS IN LANDSCAPED AREAS -ZURN Z-1400 HD CLEAN OUTS IN TRAFFIC AREAS WITH A "SERVICE STATION" TYPE MANHOLE, OPW #104 Al2 - DOVER CORP./OPW DIV. CLEANOUT DETAIL NOT TO SCALE FRAME AND COVER SEE DETAIL LEFT. LETTERS ON COVER TO READ "DRAIN" 6" ADS LENGTH AS REQUIRED STANDARD 6" 45* BEND OR 6" WYE FINISHED GRADE TO BE LAID ON UNDISTURBED EARTH OR COMPACTED SELET MATERIAL C I\�X\\\1�1 FLOW \\ LINE SHOWN ON PLANS TO THIS POINT STATION AND LENGTH SHOWN ON PLANS TO THIS POINT STORM SEWER CLEANOUT DETAIL NOT TO SCALE AS -BUILT "CERTIFY THAT THE INFORMATION SHOWN HEREON WHICH WAS AS -BUILT BY BARGHAUSEN CONSULTING ENGINEERS, AND MAY INCLUDE LOCATIONS, ELEVATIONS, DEPTHS, PIPE SIZES, AND AS -BUILT COMMENTS, ACCURATELY REFLECTS EXISTING FIELD CONDITIONS AS DETERMINED BY ME (ALI SADR) OR UNDER MY DIRECT SUPERVISION ON THIS DATE: 07-26-2019." l SIGNATURE: I a G CITY OF RENTON COMMUNITY AND ECONOMIC DEVELOPMENT m 2 CONSTRUCTION NOTES AND DETAILS MARRIOTT RESIDENCE INN O / = DESIGNED AS -A 'a DATE 09/14/2015 FILE NO. �Co DRAWN M B G�/HG E N G %NO CHECKED AS SCALE N/A FIELD BOOK PAGE_ APPROVED C17 20 DIRECTOR of PUBLIC WORKS SHEET OF I I I 0) X J Q O m 11 a U 12 to 00 0 N 00 0J >_ W Z3 0 tT 3 to I I Ln i Vd 0 J (n 0 N I to Z O i= a_ 0 u) O t� O 0 O L2 d i� 0 Z m O 7 W U m Q W Z > 0 0� a�ul o U cr O `�' ZZc Lo it) a: M o m o W J Q CO (0 W C'7 T a 0 Yw a a O L U ~� L 0) w C 0 J U o I �A1 _ m a C 0 m m M 0 T C o� L 0 0 zZ a �J U F Q �Z 0 Q 0 J JU CD Z Z = U 0 Z N Z O J O U O Z D F Q w Z J Q 4 U N J U N E•'I 76 72 52 }w w o w 44 w w N Z U5 w w 0 Z 3 Q � Y U w x U O K a a Q Q Q D_ w �'1 0) 000 \ \ W LU \ \ 38 X 0 0 N N m d SITE SECTIONS RECORD DRA WING r / / / / PROPOSED GRADE / AT SECTION LINE EX. GRADE / AT SECTION LINE / / / / / / VJ �� QP O <11 / PG MARRI TT RESIDEN E INN 2' EW 6" PERFORATED ENCH DRAIN PIPE SEE DETAIL ON SHEET C11) NEW 8" PVC ROOF DRAIN ll O O O O O O O O O O �n O O M O O �n O O O O O O M 00 M M pry 00 M pi M 00 0? M pi N pry 00 00 PM M PM 00 h7 V)o0 M M M �� M 00 M M C-� tV N � N r- N 00 N 00 * N q-t o) N CD N q-t tV q-t n o 00 n o oO ILO r(0 (D L0 ^ I— O (0 r N (.0 r o � L tDv • •• CALL BEFORE YOU DIG: w Z 1-800-424-5555 0+20 A -A SITE SECTION A -A C5 SCALE 1 "=10' H / 1 "=2' V 1+00 76 72 68 64 52 48 1+20 1+25 IN COMPLIANCE WITH CITY OF RENTON STANDARDS au 92 92 88 88 84 84 80 80 EX. GRADE AT SECTION LINE J 76 76 / / / / / / 72 72 PROPOSED GRADE AT SECTION LINE 68 O / OHO / GG / 64 _ _ 64 2' 7 60 60 NEW 6" PERFORATED FRENCH DRAIN PIPE (SEE DETAIL SHEET C11) 52 52 48 48 MARRIOTT RESIDENCE INN EL. _44.32 AT SECTION 44 44 40 40 N N N N 't N M co N M m N M tD o0 � co r7 � N to N O n� N 00 M p 7� Il- p 00� to 00 co p 00 r7 r7 N rim r)`t ro r O 0� �� cD �O 00tV 00 to rn �� r7nj 4d � co r � cD CD q* c0 � co Qo Nt cfl cD co co I� r- P, � � 00 00 00 00 00 00 05 00 00 00 -0+10 0+00 PLC SAp �F W A Sys L� I C! 24661 o��sS0 AL 07, 0+20 B-B SITE SECTION B-B C5 SCALE 1 "=10' H / 1 "=2' V RENTON HOTEL PERMIT #U15008433 ENGINEER: BARGHAUSEN CONSULTING ENGINEERS 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251-6222 (425)251-8782 FAX CONTACT: DAN BALMELLI Q-G,HA(jS rl *, O / V 2 `T�HG ENG%XA t_ Q- 1+00 AS—BUILT "CERTIFY THAT THE INFORMATION SHOWN HEREON WHICH WAS AS -BUILT BY BARGHAUSEN CONSULTING ENGINEERS, AND MAY INCLUDE LOCATIONS, ELEVATIONS, DEPTHS, PIPE SIZES, AND AS -BUILT COMMENTS, ACCURATELY REFLECTS EXISTING FIELD CONDITIONS AS DETERMINED BY ME (ALI SADR) OR UNDER MY DIRECT SUPERVISION ON THIS DATE: 07-26-2019." SIGNATURE: Ct d f CITY OF RENTON COMMUNITY AND ECONOMIC DEVELOPMENT SITE SECTIONS DESIGNED AS DATE 09/14/2015 FILE NO. DRAWN M B CHECKED AS SCALE AS NOTED FIELD BOOK APPROVED DIRECTOR OF PUBLIC WORKS SHEET C180F �n I I ai a U rn 00 0 N E a U I I Ln Ln Li O J F— N I z O F_ 0- 0 co Ln 0 0 0 o_ 't Y Lo O Z m O W U m Q Z>o O Q V U Z tE P W O Z Z c o m o W J �(Q W C'7 T w Q a o LJ M"� F� +% a 0 07 a a O Ne L U 1_4 CL w v J Q n o _ M/��y� W 0) a s` 0 0- w o� ZZ a JJ Q U F Q �Z 10 >� O W Q w p 6 j cD 3 U D w U Q V) Q (f) Q In n Q 0) 00 w w \\ X 00 z 0 J N > mllry w 76 72 m •N 52 CE•3 C!I 38 SITE SECTIONS RECORD DRA WING TW=76.50 BW=74.00 75.67 73.65 ��---- EX. GRADE AT SECTION LINE --- i i i 7.79 67.13 /--------- — — — — — �— PROPOSED GRADE7\ / / AT SECTION LINE / 61.29 / / 60.33 / �\__::.. / / 57.00 57.15 0.61 X / / / 42.42 O r O O 00 N Ln O N M 0-)M CO O r 00 M Ln tD 00 00 cq o�p 0-) rdr) CO MOM N O d COI� r7 pCD N OM coN p NO pp co O O p p N O O C) O O p r7 cD .ppp I— C4 �N p I— . r- ri M . .00 ri Q6 . Ln M Ln (.p L 0) L LO O Ln cO N r- � 0� I�6) 0)0 00 4 O _ Ln CD Co CD CD co c0 M CD ul O O n CO U-) co LO CD n CO U-) CO n CD (0 CD c0 CD CD (0 c0 CD co ^ ^ � � ^ � ^ ^ r r- ^ r- ^ r- ^ r wr CALL BEFORE YOU DIG: w LO Z 1-800-424-5555 0+20 0+40 RIM 1+20 c_c SITE SECTION C-C C5 SCALE 1 "=10' H / 1 "=2' V 1+40 IN COMPLIANCE WITH CITY OF RENTON STANDARDS 1+60 1+80 2+00 SA y1 RENTON HOTEL PERMIT #U 15008433 �G� H A W A Sj� �F s m� _A o ENGINEER: a BARGHAUSEN CONSULTING ENGINEERS 0 �FcS6 E�� `��`� KENT, WA 98032 NUE SOUTH 2sG � ��'� co ss/0NA L ECG\ (425)251-6222 G E N G�N�� (425)251-8782 FAX 07/26/2019 CONTACT: DAN BALMELLI 76 72 •a ll A CE3 C!! 38 2+20 AS —BUILT "CERTIFY THAT THE INFORMATION SHOWN HEREON WHICH WAS AS -BUILT BY BARGHAUSEN CONSULTING ENGINEERS, AND MAY INCLUDE LOCATIONS, ELEVATIONS, DEPTHS, PIPE SIZES, AND AS -BUILT COMMENTS, ACCURATELY REFLECTS EXISTING FIELD CONDITIONS AS DETERMINED BY ME (ALI SADR) OR UNDER MY DIRECT SUPERVISION ON THIS DATE: 07-26-2019." SIGNATURE: e l X- oZ Ct d f CITY OF RENTON COMMUNITY AND ECONOMIC DEVELOPMENT SITE SECTION DESIGNED AS DATE 09/14/2015 FILE NO. DRAWN M B CHECKED AS SCALE AS NOTED FIELD BOOK APPROVED DIRECTOR of Pueuc WORKS ISHEETC19 OF on I I ai a U 00 0) O N N E a U U N V) I N N I Ln Ln 1-1 O J V) O F- N I M z O m 0 a Ln 0 0 0 i L LO O Z m O W U m Q W >_ 0 a: O FAN 0 Z Im N LL WX � Z Z C to o 0] O J Q Q 3r W : � H co w U a LY LJ w a 0 U) a a O L L) 1U) w _0_ a U C I 73 m a 0 a_ m m m o� o J zz o �J Q cai r Q 45 LZ 10 >N K O J U U Z 40 S Z U - O Z Z o J O U Z O D�< 1 Z U N J Q � U Lkv� 0 0 }o W z Z O Y U O Q w Q Q d Q 25 (n 00 w o w �� 0 0 N N 20 m i 4� ROAD IMPROVEMENT PLAN AND PROFILE EX. CB TO BE REPLACED WITH A TYPE 2-48' STRUCTURE RECORD DRA WING W/SOLID LOCKNG LID 1 � EX. POWER OLE 1 \ R.R. WARNING rr 1 ADJUST RI TO W/LUMINAIRE LIGHT POLE NEW FINISH G E El = EX. SSMH RIM=35.74 C:1 EX. CB TYPE 1 ° IE=29.38 (8" E, S) _ W/SOLID LOCKING LID m ADJUST RIM TO 1. �X. POWER POLE GUY POLE NEW FINISH GRADE `� RIM = 3¢3 . ao EX. SSMH - FND CO SOE 30. E) IE _ -s.. l E . R.R. SIGNAL I (2) GAS VALVES RIM=40.75 .331c- (8" S) 1 I _ IL 334.27, (8" N) EX. SDMH EX. ROW (MARCH 2 00) EX. CB � RIM=43.23 a E = 30.33 8� N) p p ,. 70� EX� PHALT EDGE \ IE-34.17' (8" S) IE=41.23' (12" NE) 2 - ) IE=32.98' (12" S, E) EX. CB EX. POWER POLE W/ -CBAkcmlE / E / STA: 1 +69.9'7 / RIM=44.00 LUMINAIRE & TRANSF017Iu` 16.G - OFF: 6.98' R T- IE=42.00' (12" SW) 15+0000' _ - _ I C .17E ME - IE=42.33' (8" NE) _ EX DMH r7 _ EN NEW ASPHALT PAVE ENT 33.54t ME ' ° i 3 . " E M CH T EX. EDGE OF PAVE ENT _ 33.61 f ME ►� ° ° °�� o 1 +00 35.29t M o RIM- LID L035 97 LID A SHINGTON L T -D N. y CB i6 TYPE 1 ° �33.99f ME � IE �(12" NE, +00 .75t ME 39.83E ME = 32'.2 29 ' Rad= 5 .70 Ar W/STANDARD GRATE ° 32 �, (o - 38. D i ' �� #� LF 8 D.I. N RIM = 33-��33.45 � � „ � - - � o � � � � <40)d SD ®�50 0.31 1-Er LF 1 CPEP , , 39.39�ME 6 IE = 32.12 (8 N)31 s -- 36.51 E - , 6 4 41_ _ d )d ---------- -- 37.76E ME , - ---- - -- --- --J L----�- -- w= - =all.- =-v---------- ---- - _ _ o " cH „d ad=1544.70' ( 291 1 t ME 35.10E M 1 49" 4 �1 oFF: 4' ° . ° EW CURB " QS a, 31E ° a: V' v ° AN . GUnF,� . e C 7O (IS � , < � �� < " CHO)d . _ D) C� 0 � v a v° ° .v .' .v°�• � ° D �4, Q. .a sv p °. o ° z 0)d ° � ID ALK / F1'2 ,y s R7... . /gyp aa yp� .. ° •, •; _�(/i=} �+ ' CB *7 TYPE1 .0 a .° •0 '• ° •.v °v.J /L•J�'• °za r ss ! / EX J EW 7 ° s' W/STANDARD GRA E 26 LF 8 D.I. SD 0 838 ti�c,�1'S RIM = 3375-33. 64-o CB #6 TYPE 1, 4. 5390 .• a <,> IE = 31.9-1- (8" N*.53 REVISED ° IE = 3�1- (8" S)3 .55 W�t� LOCKING LID 1L ° /AIM - 34$635 J8 HYD ON EX. CB�/y� TYPE 1 I E = 3839 (12" N)30I38 I ❑ . ■wvLRa, „ 16 x EX. SSM RIM = 32.00 IE = 38.57 (12 SW`�'30.18 / RIM=3 /tom p ( ) IE = 33.23 (6" NE) /=30.62' (8" T 'Fq� 1�EW STORMWATER Jul 60 NEW IE=28.00 12 N ' R OUALITY VAULT o° ° .o GO d .p EX. IE=28.00 (12" SE) / / = IE=3 . W ate, .°.`. W/SOLID KIpNGp LID 2 LF 12" CPEP SD 0 0.85% �� ° �•° �'< a L �. °.. °,. a.. RIM �30.9G7 on2 i/ " 1.oLg 2�IGE) MARRIOTT1 J: / �EW ADJUpt RIM Tn,rFINISH G .e> . • : IE _ 8 (12 w)RESIDENCE / _ 3 F 1 s)31.o8 FF = 42.00 ° ,E = 32.83 (6 NE) LAKE WASHINGTON BLVD. N. ROAD IMPROVEMENT PLAN VIEW �NOTES� 1. TREES IN THE LANDSCAPED PLANTER ARE NOT SCALE: 1 "=20' ALLOWED WITHIN 10' OF CATCH BASIN. 2. ROOT BARRIER IS REQUIRED FOR TREES AT THE PORTION WHERE THE STORMWATER MAIN IS IN THE LANDSCAPED PLANTER PORTION. 3+7 8 NE51.N j8. R�1 �� / T9 REMAIN IDE SIDEWALK r NEW SIDEWALK TO sr-- k6 AONNECTED TO EX! SIDEWALK ADJA�", -4W 4' WIDE CQI�C. DRIVEW (PER C.O.R. STD LAN�4 7 HIGYCHAINLINK FiNCE HT. C10) \NSFOR AD / ( ER DETAIL j �SHT. 09)-- / PAVEMENT RT. __T _ 24' WiNT :R QUALITY mnDFI _ _ - EX. ED . BEGIN NEN CON _ -PAVEME 24' DRNEWAY EX GRADE 0 „ / - _ - OUr, 23 BEGIN NEW URB AND GUTTER 32 � LF 8" D.I. SD L -58 -EL= / MATCH TO END NEW C R 41.35 IF 19' C PE SD 0 +4M - MATCH TO EX. EL.=33.41 EX. EDGE OF - PAVEMENT RT• 26 LF SD 0 " 15 8 D.I. 40 0.97% - - - - - - - - - - - - --- -- - - _ - n EX. 12 SD - I- - - - - - CB � TYPE 1 W/STANDARD GATE 11+ 12.87, 26.61 RTSTA = ', II I -----� CB #% Tim 1 W/STANDARD GRATE CB #6 _ W/$OLD STAEX. PROPOSED GRADE 0 NEW CURB FLOW LINE 32 LF 12" CPEP SD ® 0.85% 11 LF 12" CPEP SD @ 8.98% LJ PER C.O.R. STD. PLAN 201.00 ON SHEET C11 C�5 TYPE 2-48' W/STANDARD GRATE _ - - 133}32-LF 12" CPEP SD 0 6.59 0.539 1 NG LSD CB TYPE 1 RIM = 33.45 RIM=32.0f IE = 32.12- (8" N)31.65 EX. IE=28.00 (12" SE) NEW IE=28.00 (12" NE) RIM = t3-.75-33.64 STA. _ 11 113^.", IE = 31.9-1 (8" N)31.53 RIM=3�-8rr IE = 31 91- (8" S)31.55 IE = 30.50-(12" IE = 39.57 EX. CB TYPE j IE = 33.23 W/SaJD LOCKING LID '11.7V, RIT 11+82.22, 31.70 RT 5.38 N)30.38 (12" SW) 30.18 6" NE) STA. = 13 12.09, 25:17', RT 13+12.67, 25.44' RT RIM=48-.6 -38.98 IE _ 31.08 (12" NE) IE _ 5.47 (8" W) 31.08 IE = 31.16 (12" S)31.08 /E = 32.83 (6" NE) ADJUST RIM FINISH GRADE STA = 11-; 69.75, 22:86', 11 +69.96, 22.59' RT TO NEW �� RIM = 3++&J4.18 IE=-30.28-(12 NE) 30.33 IE _ 178 (8" S)30.33 EX. IE=30.28 (12 N, S,) IE = 30.33 (8" N) EX. CB TO BE REPLACED WITH PROPOSED GRADE 0 NEW CURB FLOW LINE EX. GRADE 0 ROAD CENTERLINEA CB #4 CIM INLET STA. = 13+11.97, 18.45', RT RIM=37-.90-38.18 IE = 35.50 (8" E) 35.54 (v o0 ro L,) ro 00 Lo 00 M r7 W) n W M � M L� r7 80LID L Lo m O irj r7 LD N r7 Ln L� r7 00 00 Ln L,,.) r7 00 L(j co p7 r7 00 p O co I- L� r7 N Ln O (p I- L� r7 N OR o0 (o r- L� r7 Lo 00 � n 0) N Ln 00 o� W') N ro O ro N N p Ln co z 0 10+20 J N m I N CALL BEFORE YOU DIG: w Lo -.0-Z 1-800-424-5555 LL 11+00 12+00 13+00 LAKE WASHINGTON BLVD. N. ROAD IMPROVEMENT PROFILE VIEW SCALE: 1 "=20' H. 1 "=5' V. IN COMPLIANCE WITH CITY OF RENTON STANDARDS SAp��E W A Sy, 24661 1 S T S�ONA L ECG 07/26/2 0 40 C/L EX. 30' R/W VARI 22' 6' 11' 5.5' 0.5' 8' I 8' WIDE zo o o r & VARIES TRAVEL LANE BIKE LANE NEW L.S. I CONC. WALK io 0 I w PLANTER I� Z `L' g 2= 2" GRIND & OVERLAY VARIES o Y o- 0 EX. PAVEMENT TO 3 m w N CENTERLINE 2 0% z 0 4.; _------------- `• :...-.. III - SAWCUT EXIST. PAVEMENT -III -III -III-'...'=;..• MATCH EXIST. ELEVATION I I NEW THICK -III=III III I I CONC4"SIDEWALK 7" HMA CL. 1/2" PER C.O.R. STD. PLAN OVER 6" CSTC NEW VERT. CONC. 102 ON SHEET C10 25 (MATCH EX. CONDITIONS CURB &GUTTER PER C.O.R. STD. PLAN COMPACTED SUDGRADE OR BETTER.) 101 ON SHEET C10 LAKE WASHINGTON BLVD. N. - TYPICAL STREET SECTION NOT TO SCALE (PAVEMENT SECTION TO BE VERIFIED BY GEOTECNICAL CONSULTANT) 20 161 14+50 RENTON HOTEL PERMIT #U15008433 ENGINEER: BARGHAUSEN CONSULTING ENGINEERS 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251-6222 (425)251-8782 FAX CONTACT: DAN BALMELLI AS -BUILT "CERTIFY THAT THE INFORMATION SHOWN HEREON WHICH WAS AS -BUILT BY BARGHAUSEN CONSULTING ENGINEERS, AND MAY INCLUDE LOCATIONS, ELEVATIONS, DEPTHS, PIPE SIZES, AND AS -BUILT COMMENTS, ACCURATELY REFLECTS EXISTING FIELD CONDITIONS AS DETERMINED BY ME (ALI SADR) OR UNDER MY DIRECT SUPERVISION ON THIS DATE: 07-26-2019." SIGNATURE: U G� CITY OF RENTON COMMUNITY AND ECONOMIC DEVELOPMENT ROAD IMPROVEMENT m 2 PLAN AND PROFILE MARRIOTT RESIDENCE INN O / = DESIGNED AS 'A r i DATE 09/14/2015 FILE NO. S 1��1 j DRAWN M B G<TiNG ENG%N'(_� CHECKED AS SCALE 1 =20 FIELD BOOK PAGE_ APPROVED C8 20 DIRECTOR of PUBLIC WORKS SHEET OF I I I I x J Y 0 m u a U N L1 00 12 00 rn 0 N 00 a3 E 3 i Ln i LI o_ O J 0 N i z 0 F- a_ 0 i 0 i Ln Ln i 0 0 0 Lo i O_ ai Lo Lo O Z m O 7 W U m